FEMA Masonry

Masonry Structures

Instructional Material Complementing FEMA P-751, Design Examples Design of Masonry Structures - 1

Includes materials originally developed by Richard Klingner, PE, PhD

SEISMIC DESIGN OF MASONRY STRUCTURES


NEHRP Recommended Provisions Masonry Structures:

● Context in the Provisions ● Reference standards ● Masonry basics ● Masonry behavior ● Organization of TMS 402

Code ● Types of shear walls

● Shear wall in-plane design ● Masonry walls out-of-plane ● Overstrength concepts ● Details ● Simplified design for wall-

type structures ● Shear wall design example



Objectives of Module

● Basics of masonry behavior ● The TMS 402 Building Code and TMS 602 Specification

and the relationship of NEHRP Recommended Provisions documents to it

● Earthquake design of masonry structures and components using the 2008 TMS 402 Code and TMS 602 Specification

● Example of masonry shear wall design


NEHRP Recommended Provisions Masonry Design

●Context in the Provisions

● Design seismic loads – Load combinations ASCE 7-10 Ch. 2 & 12 – Loads on structures ASCE 7-10 Ch. 12 – Loads on components & attachments Chap. 6 ASCE 7-10 Ch. 13

● Design resistances ASCE 7-10 Ch. 14 – Strength design (mostly references TMS 402-08)



●Basic Documents ● NEHRP Recommended Provisions ● ASCE 7-10, Minimum Design Loads for Buildings

and Other Structures ● TMS 402-8, Building Code Requirements for

Masonry Structures ● TMS 602-8, Specification for Masonry Structures ● IBC 2012, International Building code



●Masonry Basics


Review Masonry Basics

● Basic terms ● Units ● Mortar ● Grout ● Accessory materials

– Reinforcement (may or may not be present), connectors, flashing, sealants

● Typical details


Basic Terms

● Bond patterns (looking at wall):

Running bond Stack bond

1/3 Running bond Flemish bond

bed joints

head joints


Masonry Units

● Concrete masonry units (CMU): – Specified by ASTM C 90 – Minimum specified compressive

strength (net area) of 1900 psi (average)

– Net area is about 55% of gross area (varies with size) – Nominal versus specified versus

actual dimensions – Type I and Type II designations no

longer exist


Masonry Units

● Clay masonry units: – Specified by ASTM C 62 or C 216 – Usually solid, with small core holes for

manufacturing purposes – If cores occupy ≤ 25% of net area, units

can be considered 100% solid – Hollow units are similar to CMU - can be

reinforced


Masonry Mortar

● Mortar for unit masonry is specified by ASTM C 270 ● Three cementitious systems

– Portland cement + lime + sand (“traditional”) – Masonry cement mortar (lime is included in cement) – Mortar cement mortar (lime is included in cement, higher

air contents)


Masonry Mortar

● Plastic mortar properties – Workability Important for good bond – Water retentivity – Rate of hardening

● Hardened mortar properties – Bond Important, seldom specified – Compressive strength – Volume stability – Durability


Masonry Mortar

● Within each cementitious system, mortar is specified by type (M a S o N w O r K):

– Going from Type K to Type M, mortar has an increasing volume proportion of portland cement. It sets up faster and has higher compressive and tensile bond strengths.

– As the volume proportion of portland cement increases, mortar is less able to deform when hardened.

– Types M and S are specified for modern structural masonry construction.

– Type N for non-loadbearing and for brick veneer – Type O or K for historic masonry repairs


Masonry Mortar

● Under ASTM C270, mortar can be specified by proportion or by property.

● If mortar is specified by proportion, compliance is verified only by verifying proportions. For example:

– Type S PCL mortar has volume proportions of 1 part cement to about 0.5 parts hydrated mason’s lime to about 4.5 parts mason’s sand

– Type N masonry cement mortar (single-bag) has one part Type N masonry cement and 3 parts mason’s sand


Masonry Mortar

● Under ASTM C270, mortar can be specified by proportion or by property:

– Proportion specification is simpler -- verify in the field that volume proportions meet proportion limits.

– Property specification is more complex: (1) establish the proportions necessary to produce a mortar that, tested at laboratory flow, will meet the required compressive strength, air content, and retentivity (ability to retain water) requirements and (2) verify in the field that volume proportions meet proportion limits.


Masonry Mortar

● The proportion specification is the default. Unless the property specification is used, no mortar testing is necessary.

● The proportion of water is not specified. It is determined by the mason to achieve good productivity and workmanship.

● Masonry units absorb water from the mortar decreasing its water-cement ratio and increasing its compressive strength. Mortar need not have high compressive strength.


Grout

● Grout for unit masonry is specified by ASTM C 476 ● Two kinds of grout:

– Fine grout (cement, sand, water) – Coarse grout (cement, sand, pea gravel, water)

● ASTM C 476 permits a small amount of hydrated lime, but does not require any. Lime is usually not used in plant – batched grout.


Grout

● Under ASTM C476, grout can be specified by proportion or by compressive strength:

– Proportion specification is simpler. It requires only that volume proportions of ingredients be verified.

– Specification by compressive strength is more complex. It requires compression testing of grout in a permeable mold (ASTM C 1019).


Grout

● If grout is specified by proportion, compliance is verified only by verifying proportions. For example:

– Fine grout has volume proportions of 1 part cement to about 3 parts mason’s sand.

– Coarse grout has volume proportions of 1 part cement to about 3 parts mason’s sand and about 2 parts pea gravel.

● Unless the compressive-strength specification is used, no grout testing is necessary.


Grout

● The proportion of water is not specified. The slump should be 8 to 11 in.

● Masonry units absorb water from the grout decreasing its water-cement ratio and increasing its compressive strength. High-slump grout will still be strong enough.


Role of fm′ ● Concrete:

– Designer specifies value of fc′ – Compliance is verified by compression tests on

cylinders cast in the field and cured under ideal conditions

● Masonry – Designer specifies value of fm′ – Compliance is verified by “unit strength method” or

by “prism test method”


Verify Compliance with Specified fm′

● Unit strength method (Spec 1.4.B.2): – Compressive strengths from unit manufacturer – Grout strength equals or exceeds fm′,min = 2,000 psi

● Prism test method (Spec 1.4.B.3): – Pro -- can permit optimization of materials – Con -- require testing, qualified testing lab, and

procedures in case of non-complying results


Example of Unit Strength Method (Specification Tables 1, 2)

● Clay masonry units (Table 1) Example: – Unit compressive strength ≥ 4150 psi – Type N mortar – Prism strength can be taken as 1500 psi

● Concrete masonry units (Table 2) Example: – Unit compressive strength ≥ 1900 psi – Type S mortar – Prism strength can be taken as 1500 psi


Application of Unit Strength Method (Specification Tables 1, 2)

● Designer determines required material specification: – Designer states assumed value of fm′ – Specifier specifies units, mortar and grout that will

satisfy “unit strength method” – Compliance with fm′ can be verified with no tests on

mortar, grout, or prisms (but need verification of units’ compressive strength)


Comply with Specified Products and Execution

● Products -- Specification Part 2: – Units, mortar, grout, accessory materials

● Execution -- Specification Part 3 – Inspection – Preparation – Installation of masonry units, mortar,

reinforcement, grout, prestressing tendons

Procedure for Strength Design of Reinforced Masonry Shear Walls

● Select trial design. ● Compute factored design moments and shears for

in- and out-of-plane loading. Include p-δ for out-of-plane deflection and moment.

● Design flexural reinforcement as controlled by out-of-plane loading.

● Design flexural reinforcement as controlled by in-plane loading and revise design as necessary.

● Check to ensure ductility. ● Check shear capacity and revise if required. ● Check detailing.

Instructional Material Complementing FEMA P-751, Design Examples Design of Masonry Structures 12 - 27

Accessory Materials

Horizontally oriented expansion joint under shelf angle:


Weepholes

Shelf angle

Flashing

Sealant gap ~ 3 / 8 in.

Component Design basics

Fully grouted wall: Area assumed effective in longitudinal shear



No grout in wall: Face shells are the only area assumed effective in longitudinal shear.



Partially grouted wall: Area assumed effective in longitudinal shear includes grouted cells and adjacent webs. (Recent research suggest this assumption may be unconservative).



Component Design: Design of walls

Out-of-plane forces, Fp

Out-of-plane bending and shear


T - beam section assumed to resist out-of-plane flexure (Masonry laid in running bond)


beff = 6t < s < 72”

s s

- -


Masonry can span horizontally




Force distributed according to relative stiffness

In-plane force



Masonry Behavior


Masonry Behavior

● On a local level, masonry behavior is nonisotropic, nonhomogeneous, and nonlinear.

● On a global level, however, masonry behavior can be idealized as isotropic and homogeneous. Nonlinearity in compression is handled using an equivalent rectangular stress block as in reinforced concrete design.

● A starting point for masonry behavior is to visualize it as very similar to reinforced concrete. Masonry capacity is expressed in terms of a specified compressive strength, fm′, which is analogous to fc′.

... typical materials in reinforced masonry


grout

steel reinforcing

bars

units of concrete or fired clay

mortar

grout

Masonry Behavior prism failure mechanism


Brick units in vertical comp. Brick units in lateral tension

Mortar in triaxial comp. Mortar expands laterally

νmortar > ν units

Unit fails in tension before Mortar fails in comp


Masonry Behavior Stress-Strain Curve for Prism Under Compression

Masonry unit

Prism

Mortar

strain

f unit

f prism

f mortar


Masonry Behavior Head joint weakness

Stacked bond - only mortar

Running bond - half units

Masonry Behavior

Lack of ties between wythes Instructional Material Complementing FEMA P-751, Design Examples Design of Masonry Structures - 42

Masonry Behavior

Typical grout-block separation due to drying shrinkage



Masonry Behavior

Puddled Admixture Puddled

Vibrated Admixture Vibrated

Masonry Behavior

Crowded cells make grout flow difficult


Masonry Behavior

Spalled face shells on solid grouted wall



Masonry Behavior: Short Wall in plane

Unreinforced

With horizontal reinforcement

Truss analogy:


Masonry Behavior: Tall Wall in-plane

URM RM


Reinforced Masonry/Behavior in Flexure hysteresis


Masonry Behavior: out-of-plane

flexural strength

anchorage

Masonry Behavior

Out-of-plane wall failure



Summary of Masonry Behavior 4-Way Composite Action ● Units, mortar, reinforcement, grout

Compression ● High strength ● Brittle -- low ductility ● Confinement difficult to achieve

Tension ● Good strength when reinf. takes tension ● Very little strength without reinf. ● (continuous joints are a plane of weakness)


Design Implications from Masonry Behavior

Unreinforced ● Design as elastic / brittle material ● R factors very low ● Design force = EQ force

Reinforced ● Design similar to reinforced concrete ● Confinement, ductility difficult to achieve ● R factors lower than concrete



Organization of TMS 402 Code

Seismic Design for Masonry Hierarchy of Standards


NEHRP Recommended Provisions

ASCE7 ASCE/SEI

TMS 402 MSJC

IBC ICC

Building Code Local law

ASTM Standards Material & Test Methods

TMS 602 MSJC

Project Documents Dwgs & Specs

TMS 402 MSJC

TMS 602 MSJC


What is the TMS 402 Code and TMS 602 Specification... ?

2008 TMS 402 Code and TMS 602

Specification

ASCE (ASCE 5-08) (ASCE 6-08)

TMS (TMS 402-08) (TMS 602-08)

ACI (ACI 530-08)

(ACI 530.1-08)

MSJC = Masonry Standards Joint

Committee • One committee • One code • Three designations


Organization of 2008 TMS 402 Code Ch. 1, General Requirements

Includes seismic

Ch. 2, Allowable Stress Design

Ch. 3, Strength Design

Ch. 4, Prestressed Masonry

Ch. 5, Empirical Design

Ch. 6, Veneer

Ch. 7, Glass Block

2.1, General ASD 2.2, URM 2.3, RM

6.1, General 6.2, Anchored 6.3, Adhered

3.1, General SD 3.2, URM 3.3, RM

TMS 602 Specification

App.A, AAC

1.17, Seismic


Organization of 2008 TMS 602 Specification

TMS 402 Code

Part 1 General

Part 2 Products

Part 3 Execution

1.6 Quality assurance

3.1 - Inspection 3.2 - Preparation 3.3 - Masonry erection 3.4 - Reinforcement 3.5 - Grout placement 3.6 - Prestressing 3.7 - Field quality control 3.8 - Cleaning

2.1- Mortar 2.2 - Grout 2.3 - Masonry Units 2.4 - Reinforcement 2.5 - Accessories 2.6 - Mixing 2.7 - Fabrication

TMS 602 Specification


Relation Between Code and Specification

● Code: – Design provisions are given in Chapters 1-7 and

Appendix A – Sections 1.2.4 and 1.18 require a QA program in

accordance with the specification – Section 1.4 invokes the specification by reference.

● Specification: – Section 3.7 verify compliance with specified fm′ – Comply with required level of quality assurance – Comply with specified products and execution


Organization of TMS 402 Code Chapter 1

1.1 – 1.6 Scope, contract documents and calculations, special systems, reference standards, notation, definitions

1.7 Loading 1.8 Material properties 1.9 Section properties 1.10 Connections to structural

frames

1.11 Stack bond masonry 1.12 Corbels 1.13 Beams 1.14 Columns 1.15 Details of reinforcement 1.16 Anchor bolts 1.17 Seismic design

requirements 1.18 Quality assurance program 1.19 Construction


Code 1.8, Material Properties

● Prescriptive modulus of elasticity: Em = 700 f’m for clay masonry Em = 900 f’m for concrete masonry or Chord modulus of elasticity from tests

● Shear modulus, thermal expansion coefficients, and creep coefficients for clay, concrete, and AAC masonry

● Moisture expansion coefficient for clay masonry ● Shrinkage coefficients for concrete masonry


Code 1.9, Section Properties

● Use minimum (critical) area for computing member stresses or capacities

– Capacity is governed by the weakest section; for example, the bed joints of face-shell bedded hollow masonry



● Radius of gyration and member slenderness are better represented by the average section

● For example, the net area of units rather than just the bed-joint area of face-shell bedded masonry


Code 1.15, Details of Reinforcement

● Reinforcing bars must be embedded in grout; joint reinforcement can be embedded in mortar

● Placement of reinforcement ● Protection for reinforcement ● Standard hooks


Code 1.17, Seismic Design ● Seismic requirements for masonry structures:

– Improves ductility of masonry members – Improves connectivity in masonry structures

● Not applicable to: – Glass unit masonry – Veneers


Code 1.17, Seismic Design

● Define a structure’s Seismic Design Category (SDC) according to ASCE 7-10

– SDC depends on seismic risk (geographic location), underlying soil, importance

– SDCs are A, B, C, D, E, or F

● SDC determines – Required types of shear walls (prescriptive

reinforcement) – Prescriptive reinforcement for other masonry elements – Permitted design approaches for LFRS (lateral force-

resisting system)



● Requirements for SDCs are cumulative; requirements in each “higher” category are added to requirements in the previous category:

SDC A = minimum requirements SDC B = A + more SDC C = A + B + more SDC D = A + B + C + more etc…



● Shear walls must meet minimum prescriptive requirements for reinforcement and connections (ordinary reinforced, intermediate reinforced, or special reinforced)


● General analysis – Element interaction – Refer to ASCE7-10, Sec. 1.4, General Structural

Integrity: • Load path connections • Notional lateral forces • Connection to supports • Anchorage of walls



● General analysis – Drift limits: Use legally adopted building code or

ASCE7 – Drift limits assumed satisfied for many wall types

– Special Reinforced Masonry walls are the exception to this rule



● Element classification – Participating

• Part of the seismic force-resisting system – Non-participating

• Non-participating walls must be isolated from the participating seismic force-resisting system (except as required for gravity support)


Design of Masonry Structures - 72


● Seismic Design Category A: – All types of shear walls permitted:

• Empirical • Plain

–Ordinary plain: Unreinforced –Detailed Plain: Has minimum reinforcement

• Ordinary reinforced • Intermediate reinforced • Special reinforced



● Seismic Design Category B: – Empirical design not permitted, all other types of

shear walls permitted: • Plain

–Ordinary plain –Detailed plain



Code 1.17, Seismic Design ● Seismic Design Category C:

– Empirical and plain not permitted, all other types of shear walls permitted:


– Participating walls shall be reinforced – Non-participating walls must meet minimum

prescriptive requirements for horizontal or vertical reinforcement

– At least 80% of lateral resistance in a given line shall be by shear walls


Code 1.17, Seismic Design ● Seismic Design Category D:

– Only special reinforced type of shear wall permitted

– Shear walls must meet minimum prescriptive requirements for reinforcement and connections (special reinforced)

– Type N mortar and masonry cement mortars are prohibited in the lateral force-resisting system

– “Non-participating” walls must meet minimum prescriptive requirements for horizontal and vertical reinforcement


Seismic Design Category D: ● Extra caution against brittle shear failure for Special

Reinforced Masonry Shear Walls (1.17.3.2.6.1): – Design shear strength shall exceed the shear

corresponding to the development of 1.25 times the nominal flexural strength, but

– nominal shear strength need not exceed 2.5 times required shear strength



Minimum Reinforcement for Special Reinforced Shear Walls

roof diaphragm

roof connectors @ 48 in. max oc

#4 bar (min) within 16 in. of top of parapet

Top of Parapet

#4 bar (min) @ diaphragms continuous through control joint

#4 bar (min) within 8 in. of all control joints

control joint

Min. #4 bars @ 4 ft oc max. or W1.7 @ 16 in oc

Min. #4 bars @ 4 ft oc max.

#4 bar (min) within 16 in. of corners & ends of walls

24 in. or 40 db past opening

#4 bars around openings

ρ total both ways = 0.002


Code 1.17, Seismic Design ● Seismic Design Categories E and F:

– Additional reinforcement requirements for non-participating stack-bond masonry


Minimum Reinforcement, SW Types

SW Type Minimum Reinforcement Permitted in SDC

Empirically Designed

none A

Ordinary Plain none A, B

Detailed Plain Vertical reinforcement = #4 at corners, within 16 in. of openings, within 8 in. of movement joints, maximum

spacing 10 ft; horizontal reinforcement W1.7 @ 16 in. or #4 in bond beams @ 10 ft

A, B

Ordinary Reinforced

same as above A, B, C

Intermediate Reinforced

same as above, but vertical reinforcement @ 4 ft A, B, C

Special Reinforced

same as above, but horizontal reinforcement @ 4 ft, and ρ = 0.002 (sum of horiz + vert)

A,B,C,D


Code 1.18, Quality Assurance

● Requires a quality assurance program in accordance with the TMS 602 Specification:

– Three levels of quality assurance (A, B, C) – Compliance with specified fm′ – Increasing levels of quality assurance require

increasingly strict requirements for inspection, and for compliance with specified products and execution



● Minimum requirements for inspection, tests, and submittals:

– Empirically designed masonry, veneers, or glass unit masonry

• Table 1.18.1 for nonessential facilities • Table 1.18.2 for essential facilities

– Engineered plain, reinforced, or prestressed masonry • Table 1.18.2 for nonessential facilities • Table 1.18.3 for essential facilities


1.19, Construction ● Minimum grout space (Table 1.19.1) ● Embedded conduits, pipes, and sleeves:

– Consider effect of openings in design – Masonry alone resists loads


Organization of TMS 402 Code Chapter 3, Strength Design

● Fundamental basis ● Design strength ● φ factors ● Deformation requirements ● Anchor bolts

● Bearing strength ● Compressive strength ● Modulus of rupture ● Strength of reinforcement ● Unreinforced masonry ● Reinforced masonry


Fundamental Basis for Strength Design

● Factored design actions must not exceed nominal capacities, reduced by φ factors

● Load factors come from ASCE7 ● Quotient of load factor divided by φ factor is

analogous to safety factor of allowable-stress design, and should be comparable to that safety factor.


Code 3.1.3, Design Strength for Strength Design

● Design strength (φ x nominal strength) must equal or exceed required strength


Code 3.1.4, Strength-reduction Factors (φ) for Strength Design

Action Reinforced Masonry Unreinforced Masonry

combinations of flexure and axial

load

0.90 0.60

shear 0.80 0.80

bearing 0.60 0.60


Code 3.1.4, Strength-Reduction Factors (φ) for Strength Design

for Anchor Bolts

Capacity of Anchor Bolts as Governed

by

Strength-Reduction Factor

steel yield and fracture

0.90

masonry breakout, crushing, or pryout

0.50

pullout 0.65


Code 3.1.5, Deformation Requirements

● Note drift limits from ASCE 7-10 Table 12.12.1 ● Deflections of unreinforced masonry (URM) based on

uncracked sections ● Deflections of reinforced masonry (RM) shall consider

the effects of cracking


Code 3.1.6, Anchor Bolts

● Tensile capacity controlled by: – Tensile breakout – Yield of anchor in tension – Tensile pullout (bent-bar anchor bolts only)

● Shear capacity controlled by: – Shear breakout – Masonry crushing – Anchor pry-out – Yield of anchor in shear

● For combined tension and shear, use linear interaction

Code 3.1.8.1.1, Compressive Strength of Masonry

● For concrete masonry, 1500 psi ≤ fm′ ≤ 4000 psi ● For clay masonry, 1500 psi ≤ fm′ ≤ 6000 psi



Code 3.1.8.2, Modulus of Rupture

● In-plane and out-of-plane bending – Table 3.1.8.2 – Lower values for masonry cement and air-

entrained portland cement-lime mortar – Higher values for grouted masonry – For grouted stack-bond masonry, fr = 250 psi

parallel to bed joints for continuous horizontal grout section (i.e., fully grouted wall)


Code 3.1.8.3, Strength of Reinforcement ● fy ≤ 60 ksi ● Actual yield strength shall not exceed 1.3 times

the specified value ● Columns: Compressive strength of

reinforcement shall be ignored unless the reinforcement is tied in compliance with Code 1.14.1.3


Code 3.3, Reinforced Masonry

● Masonry in flexural tension is cracked ● Reinforcing steel is needed to resist tension ● Similar to strength design of reinforced concrete



3.3.2 Design assumptions 3.3.3 Reinforcement requirements and details, including

maximum steel area 3.3.4 Design of piers, beams and columns:

– Nominal axial and flexural strength – Nominal shear strength

3.3.5 Design of walls for out-of-plane loads 3.3.6 Design of walls for in-plane loads


Code 3.3.2, Design Assumptions

● Continuity between reinforcement and grout ● Equilibrium ● εmu = 0.0035 for clay masonry, 0.0025 for concrete

masonry ● Plane sections remain plane ● Elasto-plastic stress-strain curve for reinforcement ● Tensile strength of masonry is neglected ● Equivalent rectangular compressive stress block in

masonry, with a height of 0.80 fm′ and a depth of a = 0.80 c


Code 3.3.2 Flexural Assumptions

● Locate neutral axis based on extreme-fiber strains

● Calculate compressive force, C

● C = P + T

● M = ∑ Fi yi (sum moments about centroid of compressive stress block)

εmu = 0.0035 clay 0.0025 concrete

εs ≥ εy

fy

Reinforcement

P

0.80 fm′

M

a = 0.8c

c a

C

T


Code 3.3.3, Reinforcement Requirements and Details

● Bar diameter ≤ 1 / 8 nominal wall thickness ● Standard hooks and development length:

– Development length based on pullout and splitting ● In walls, shear reinforcement shall be bent around

extreme longitudinal bars ● Splices:

– Lap splices based on required development length – Welded and lap splices must develop 1.25 fy


Code 3.3.3.5, Maximum Reinforcement (Flexural Ductility Check) ● Does not apply if Mu/Vud <1.0


● Calculate compressive force, C (may include compressive reinforcement)

● Tensile reinforcement + axial load = C

εs =α εy

fy

Reinforcement

0.80 fm′

εmu = 0.0035 clay 0.0025 concrete

α = 1.5 Ordinary 3 Intermediate 4 Special

C

T


Code 3.3.4, Design of Beams, Piers, and Columns

● Slenderness is addressed by multiplying axial capacity by slenderness-dependent modification factors

99for 70

99for 140

1

2

2

>

≤

−

rh

hr

rh

rh

Code 3.3.4, Nominal Shear Strength Basis for requirements

– Objectives: • Avoid crushing of diagonal strut • Preclude critical (brittle) shear- related failures


With horizontal reinforcement

Truss analogy:


Code 3.3.4, Nominal Shear Strength

● Vn = Vnm + Vns

● Vn shall not exceed: – Mu / Vu dv ≤ 0.25 Vn ≤ 6 An √ fm′ – Mu / Vu dv ≥ 1.0 Vn ≤ 4 An √ fm′ – Linear interpolation between these extremes – Objective is to avoid crushing of diagonal strut – Objective is to preclude critical (brittle) shear-

related failures


Code 3.3.4, Nominal Shear Strength ● Vm and Vs are given by:

= 4-1.75 0.25 unm n m u

u v

MV A f PV d

′ +

0.5 vns y v

AV f ds

=

•

(3-22)

(3-23)

Empirical – from research


Code 3.3.4.2, Requirements for Beams

● Pu ≤ 0.05 An fm′ ● Mn ≥ 1.3 Mcr (To prevent brittle failures in lightly-

reinforced beams) ● Lateral bracing spaced at most 32 times beam

width (1.13.2) ● Nominal depth not less than 8 in.


Code 3.3.4.3, Requirements for Piers

● Isolated elements (wall segments are not piers) ● Pu ≤ 0.3 An fm′ ● Nominal thickness 16 in. max. * ● Nominal plan length between 3 and 6 times the

nominal thickness * ● Lateral support spacing requirements*

* Judgment-based dimensions - intended to

distinguish piers from walls and to prevent local buckling


Code 3.3.4.4, Requirements for Columns

● Isolated elements (wall segments are not columns) ● ρg ≥ 0.0025 (1.14.1) ● ρg ≤ 0.04 (1.14.1, and also meet Code 3.3.3.5 ● Lateral ties in accordance with Code 2.1.6.5 ● Solid-grouted ● Least cross-section dimension ≥ 8 in. ● Nominal depth not greater than 3 times the nominal

width


Code 3.3.5, Design of Walls for Out-of-Plane Loads

● Capacity under combinations of flexure and axial load is based on the assumptions of Code 3.3.2

● Interaction diagram ● Note Pmax >> Pbalance

pure flexure

Pn

Mn

pure compression

balance point



● Maximum reinforcement by Code 3.3.3.5 ● Procedures for computing out-of-plane moments and

deflections considering secondary effects (P – ∆) ● Nominal shear strength by Code 3.3.4.1.2 ● Note 3.3.5.2 – M and ∆ equations are based on simple

supports top & bottom. If other support conditions, use appropriate calculations. Don’t treat code as a cook-book!


Code 3.3.6, Design of Walls for In-plane Loads


● Interaction diagram:

pure flexure

Pn

Mn

pure compression

balance point Pn max. per ductility requirement

Excluded portion non-ductile



● Maximum reinforcement by Code 3.3.3.5 ● Vertical reinforcement not less than one-third

the horizontal reinforcement ● Nominal shear strength by Code 3.3.4.1.2



Simplified Design for Wall-type Structures



● Starting point for design ● Design the vertical strips in walls for lateral loads

perpendicular to the wall and for vertical loads ● Simplified analysis for lateral loads ● Design the walls for loads parallel to the wall ● Design the lintels ● Design the diaphragms ● Detailing

Essential Function of Walls in Resisting Gravity Loads

Nonbearing walls resist (concentric) axial loads as vertical strips

Bearing walls resist axial loads (concentric and eccentric) as vertical strips



Essential Function of Walls in Resisting Lateral Forces

Walls parallel to lateral forces act as shear walls

Vertical strips of walls perpendicular to lateral forces resist combinations of axial load and out-of-plane moments, and transfer their reactions to horizontal diaphragms

Bond beams transfer reactions from walls to horizontal diaphragms and act as diaphragm chords


Effect of Openings for Lateral Load Perpendicular to the Wall

Strip A

Effective width of strip

A

Width A


B


C

Strip B Strip C

Width B Width C

Effect of Openings

Openings increase most original design actions on each strip by a factor equal to the ratio of the effective width of the strip divided by the actual width


=

BWidthActualBWidthEffectiveActionsOriginalBStripinActions

Design of Vertical Strips in Perpendicular Walls

Moments and axial forces due to combinations of gravity and lateral load


M = P e

M = P e / 2 Mwind, eq ~

Design of Vertical Strips in Out-of-Plane Walls

Moment-axial force interaction diagram (with the help of a spreadsheet)


φ Pn

φMn

Mu, Pu .

Design of Shear Walls

Moments, axial forces, and shears due to combinations of gravity and lateral loads


P V

h




φ Pn

φMn

Mu, Pu .


n nm nsV V V= +

Shearing resistance Per TMS 402:


4.0 1.75 0.25 unm n m u

u v

MV A f PV d

′= − +


Distribution of Shears to Shear Walls

● Classical approach – Determine whether the

diaphragm is “rigid” or “flexible”

– Carry out an appropriate analysis for shears


Classical Analysis of Structures with Rigid Diaphragms

● Locate center of rigidity ● Treat the lateral load as the

superposition of a load acting through the center of rigidity and a torsional moment about that center of rigidity


Simplified Analysis of Structures with Rigid Diaphragms

● Consider only the shearing stiffness, which is proportional to plan length

● Neglect plan torsion Reasonable assumption for: – Walls well-distributed and

same thickness – Low-rise buildings – Short, long walls Not valid for: – Bldgs with large openings

in walls – Tall, narrow walls

40 ft 8 ft

40 ft

8 ft

8 ft

8 ft

8 ft

V



( )( )

( ) totaltotalright

totaltotalleft

VVft

ftV

VVft

ftV

83

88840888

85

8884040

=×+++

++=

=×+++

=

40 ft 8 ft

40 ft 8 ft 8 ft 8 ft 8 ft

V


Classical Analysis of Structures with Flexible Diaphragms

● Distribute shears according to tributary areas of the diaphragm independent of the relative stiffnesses of the shear walls



40 ft 8 ft

40 ft

8 ft 8 ft 8 ft 8 ft

totalright

totalleft

VV

VV

21

21

=

=

half half

V


Simplified Diaphragm Analysis

Design for the worse of the two cases:

5 / 8 V 1 / 2 V

3 / 8 V 1 / 2 V

40 ft 8 ft

40 ft 8 ft 8 ft 8 ft 8 ft

V


Diaphragm Design ● Diaphragm shears are resisted by total depth or by

cover (for plank diaphragms). Diaphragm moments are resisted by diaphragm chords in bond beams.

w

L / 2

M = w L2 / 8 V = w L / 2


Details

● Wall-diaphragm connections ● Design of lintels for out-of-plane loads between wall-

diaphragm connections ● Connections between bond beam and walls ● Connections between walls and foundation


Compute Factored Design Moments and Shears

● Factored design moments and shears for in-plane loading depend on actions transferred to shear walls by horizontal diaphragms at each floor level.

● Factored design moments and shears for out-of-plane loading depend on wind or earthquake forces acting between floor levels

MOMENTS SHEARS

M / V


Design Flexural Reinforcement as Governed by Out-of-plane Loading

● Practical wall thickness is governed by available unit dimensions: – 8- by 8- by 16-in. nominal dimensions is most

common – Specified thickness = 7-5/8 in. – One curtain of bars, placed in center of

grouted cells ● Practical wall thickness = 7-5/8 in. ● Can have nominal 6” through 12” ● Proportion flexural reinforcement to resist out-of-

plane wind or earthquake forces


Design Flexural Reinforcement as Governed by In-plane Loading

● Construct moment – axial force interaction diagram – Initial estimate (more later) – Computer programs – Spreadsheets – Tables

Axial Capacity

Flexural Capacity


Strict Limits on Maximum Flexural Reinforcement

● Objective -- Keep compressive stress block from crushing (brittle failure): – Walls must be below balance

point. – Maximum steel percentage

decreases as axial load increases, so that design above balance point is impossible.

Axial Capacity

Flexural Capacity

Design prohibited

Design permitted


Revise Design as Necessary

● If flexural reinforcement required for out-of-plane moments is less than or equal to that required for in-plane moments, no adjustment is necessary. Use the larger amount.

● If flexural reinforcement required for out-of-plane moments exceeds that required for in-plane moments, consider making the wall thicker so that in-plane flexural capacity does not have to be increased. Excess in-plane reinforcement increases shear demand.


Check Shear Capacity (1) ● Elastic structures or those with considerable

shear overstrength: – Compute factored design shears based on factored

design actions. ● Inelastic structures:

– Compute design shears based on flexural capacity

shears and moments corresponding to

probable flexural capacity

shears and moments from factored design loads

WALL MOMENTS

WALL SHEARS

M / V

shears and moments corresponding to nominal

flexural capacity


Check Shear Capacity (2)

● Vn = Vnm + Vns ● Vnm depends on (Mu / Vudv) ratio ● Vns = (0.5) Av fy (note efficiency factor when

combining Vnm and Vns)

45 o

Σ Av fy

V


Shear Resistance from Masonry, Vnm (1)

● Vnm depends on (Mu / Vudv) ratio and axial force

● (Mu / Vudv) need not be taken greater than 1.0

= 4-1.75 0.25 unm n m u

u v

MV A f PV d

′ +

(3-22)

Total Shear Resistance, Vn (1)

● Vn = resistance from masonry (Vnm) plus resistance from reinforcement (Vns)

● Upper limit on Vn depends on (Mu / Vu dv) ratio


Vn / h Lw √ fm’ 10

8

6

4

2

0 0.5 1.5 1.0 Mu / Vu dv

4.0

0.25

6.0


Check Detailing

● Cover ● Placement of flexural and shear reinforcement ● Boundary elements not required:

– Ductility demand is low – Maximum flexural reinforcement is closely

controlled to delay the onset of toe crushing


Detailing (1) ● Cover:

– Automatically satisfied by putting reinforcement in grouted cells

● Placement of flexural and shear reinforcement: – Minimum flexural reinforcement and spacing

dictated by Seismic Design Category – Flexural reinforcement placed in single curtain.

Typical reinforcement would be at least #4 bars @ 48 in.

– Place horizontal reinforcement in single curtain. Typical reinforcement would be at least #4 bars @ 48 in.

– Add more flexural reinforcement if required, usually uniformly distributed.

In-Plane Flexural Strength of Lineal Walls (1)

Moment-axial force interaction diagram for low axial load


Axial Capacity

Flexural Capacity

For ductile behavior, consider portion of curve below balance point

Design Example (1)

Refer to NEHRP Design Examples (FEMA P-751) Ch. 10, Masonry


16'-0

"2'

-0"

12'-0

"

30'-0

"

8'-0"12'-0"

100'-0"

Roof line

Continuousstem walland footing

Dooropening(typical)

12" masonry

4'-0"

Shear Wall: Next slide

Design Example (1)


El. 112'-0" = T.O. Pier

8'

12'

Vbot = 43.6 kip

Rbot = 55.0 kip

Mbot = 0

Vtop = 41.0 kip

Mtop = 523 ft-kip

Ptop = 45.1 kip

Shear Wall

Refer to NEHRP Ch. 10, Masonry

Design Example (1)

Trial design: (6) cells w/ (2) #6


11.6

3"

96"

48" 44" 4"

M

P


Design Example (1) Ductility Check


P = (P f + Pn)

d = 92"

8'-0" = 96"

4"

92" 4"

0.0073

0.0045

0.0017

70.7"

62.7"

38.7"

14.7"

17.3"

9.3"

0.00110.0020

ε s = 4ε y = 0.0083

εm =

0.002

5

c = 21.3"

Cm

Note: α = 4 for Special Reinforced Masonry Shear Wall


Design Example (1) Ductility Check (cont.)


0.0073 ε s = 4ε y = 0.0083

c = 21.3"

12.8"Cm

a = 17.0" 4.3"

0.8

f 'm

f y = 60ksi

= 60 ksi Cs1 Cs2

17.3"

9.3" 38.7"

70.7"

14.7"

T s3 Ts2 Ts1


Design Example (1)

Ductility Check (continued)

ΣC > ΣT + P Cm + Cs1 + Cs2 > Ts1 + Ts2 + Ts3 + P

315.5 + 53.6 + 28.1 > 52.8 + 52.8 + 43.4 + 45.1 397 kips > 194 kips OK

OK because comp capacity > tension capacity



Design Example (1)

P = 0 Case


11.6

3"

εm = 0.0025

N.A

.

Ts4 Ts3 Ts2 Ts1

ε y= F yE

= 0.00207

P = 0 Case

0.8 f ' m

48" 44" 4"

a = 11.3"

c = 14.2"

12" 12"

42.35' 36"


Design Example (1) Balanced Case


11.6

3"

48" 44" 4"

Cm2Cml Cm3

Ts1Ts2*

εm = 0.0025

ε = 0.0017

BalancedCase

N.A

.

0.8 f ' m

Cs1Cs2

ε = 0.0019*

16" 16" 8.3"

a = 40.3"

c = 50.3"

7.7" 2.3"

48" 44"

CenterLine

ε y = 0.00207


Design Example (1)

Pn = ΣC - ΣT = 534 kips φPn = (0.9)(534) = 481 kips

Σ Mcl = 0: Mn = = 23,540 in.-kips

φMn = (0.9)(23,540) = 1,765 ft-kips



Design Example (1)

φPn – φMn Diagram


φMn

φPn


Next Slide

Design Example (1)


500ft-kips

1,000ft-kips

1,500ft-kips

2,000ft-kips

100 kips

200 kips

300 kips

400 kips

500 kips

600 kips

Mu =

523

ft-k

ips

P u,min =

41 kipsP

u,max =67 kips

φP n

φMn

Mu =

109

6 ft-

kips

φPn max for ductility= 223 kips

Balance:(1765 ft-kips, 481 kips)

P = 0(988 ft-kips, 0 kips)

Simplified φPn - φMn curve



Web sites for more information

● BSSC = www.bssconline.org ● TMS = www.masonrysociety.org ● ACI = www.concrete.org ● ASCE / SEI = www.seinstitute.org ● MSJC = www.masonrystandards.org ● NCMA = www.ncma.org ● BIA = www.bia.org

http://www.masonrysociety.org/

http://www.concrete.org/

http://www.seinstitute.org/

http://www.masonrystandards.org/

http://www.ncma.org/

http://www.bia.org/


Acknowledgements ● This presentation was adapted from material prepared by Prof.

Richard E. Klingner, University of Texas at Austin and by Dr. James Harris, J.R. Harris & Co.

● Some of the material originally prepared by Prof. Klingner was for a US Army short course.

● Some of the material originally prepared by Prof. Klingner was for The Masonry Society and is used with their permission.

● The material originally prepared by Dr. Harris was for FEMA, The Building Seismic Safety Council, and the American Society of Civil Engineers.

Questions?


Title Slide for Masonry Structures


Topic 12 deals with the seismic design of masonry structures. In this first slide, we see examples of different applications of masonry : on the left, a low-rise bearing-wall building of reinforced masonry; in the center, a high-rise bearing-wall building of reinforced masonry; and on the right, stone and clay unit veneer over a frame structure.


This is a list of topics covered in this review module on masonry design according to the NEHRP Recommended Provisions, which is developed for the Federal Emergency Management Agency (FEMA) by the Building Seismic Safety Council (BSSC) of the National Institute of Building Sciences (NIBS).


Because many in the intended audience may not have studied masonry recently, the module begins with a review of the basic components of masonry and of the basic behavior of wall-type structures. It then addresses the specification of masonry units, mortar, grout, and accessory materials. It continues with the rudiments of the mechanical behavior of masonry. It then reviews the Masonry Standards Joint Committee (MSJC) Code and Specification, which is the fundamental technical resource behind the NEHRP Recommended Provisions. It concludes with the design and detailing of a reinforced masonry shear wall.


Let’s start by reviewing masonry basics. Masonry is made up of units, mortar, grout, and accessory materials. The mortar holds the units together as well as apart, compensating for their dimensional tolerances. The grout is a fluid concrete mixture used to fill voids in the masonry and to anchor deformed reinforcement.


Masonry units can be laid in different bond patterns. The most common of these is 1/2 running bond, often called simply “running bond.” Horizontal bed joints are continuous; vertical head joints alternate courses, and the head joint of one course aligns with the middle of the unit on the adjacent courses. In stack bond (referred to in the MSJC Code and Specification as “other than running bond”), the head joints are continuous between adjacent courses.


Masonry units have three basic systems of dimensions: nominal, specified, and actual. Nominal dimensions are used to lay out a structure. A common size C90 unit has nominal dimensions of 8 by 8 by 16 inches. Specified dimensions are nominal dimensions minus one-half the thickness of a joint on all sides of the unit. Since masonry joints are normally 3/8-in. thick, the specified dimensions of a nominal 8 x 8 x 16-in. unit are 7-5/8 by 7-5/8 by 15-5/8 inches.Actual dimensions are what the unit actually measures and should lie within the specified dimensions, plus or minus the specified dimensional tolerance.


Clay masonry units are specified by ASTM C62 (building brick) or C216 (facing brick). They are usually solid and may have small core holes to facilitate drying and firing. Because clay masonry units usually have more than enough compressive strength, the core holes are ignored unless they occupy more than 25% of the area of the units.


Mortar for unit masonry is specified by ASTM C270. In specifying mortar, the designer must make three decisions:The first decision involves the cementitious system to be used. Three cementitious systems are available: portland cement-lime mortar; masonry cement mortar; and mortar cement mortar.


Within each cementitious system, the designer must specify the mortar type. Mortar type describes the amount of cement in the mortar compared to the amount of other constituents.The designations for mortar type were intentionally selected as alternating letters in the phrase “mason work,” avoiding the connotations that might be associated with designations such as “A,” “B,” “C,” and “D.”Going from Type K to Type M, mortar has an increasing volume proportion of portland cement or other cements. It sets up faster and has higher compressive and tensile bond strengths. As the volume proportion of portland cement increases, mortar is less able to deform when hardened.Types N and S are specified for modern masonry construction.


Under ASTM C270, mortar can be specified by proportion or by property. The proportion specification is the default.When mortar is specified by proportion, a Type S PCL mortar has volume proportions of 1 part cement to about 0.5 parts hydrated mason’s lime to about 4.5 parts mason’s sand. A Type N masonry cement mortar (using the most common single-bag case) has one part Type N masonry cement and about 3 parts mason’s sand.Note that the amount of water is not specified. This is because the water should be adjusted by the mason in the field to achieve good workability.


“Flow” is a standard ASTM measurement of the workability of a mortar. Mortar in the field typically has a flow of 130 to 135. ASTM specifications have no requirements for the properties of mortar mixed to field flow. ASTM property specifications are based on mortar with a so-called “laboratory flow” of 110 representing the characteristics of mortar after some of the water has been absorbed from it by the surrounding units.To specify mortar by proportion according to ASTM C270 is relatively simple. The required proportions are given in the specification, and compliance is verified by verifying that the mortar is being batched using those proportions.To specify mortar by property according to ASTM C270, one must evaluate, at laboratory flow of 110, the compressive strength, air content, and retentivity of different mortars and then decide on volume proportions that will meet the required criteria. Finally, one must verify in the field that the mortar s being batched using those proportions.


The proportion specification is the default. Unless the property specification is used, no mortar testing is necessary.Some suggest that the words “by proportion” be added to the end of specifications to emphasize that compliance with proportion specifications involves no testing whatsoever.The proportion of water is not specified. It is determined by the mason to achieve good productivity and workmanship.Masonry units absorb water from the mortar decreasing its water-cement ratio and increasing its compressive strength. Mortar need not have high compressive strength.


Grout for unit masonry is specified by ASTM C 476, which addresses two kinds of grout: fine grout which is composed of cement, sand and water and coarse grout, which is composed of cement, sand, pea gravel and water. The fairly common practice of specifying grout as concrete is acceptable but only if the resulting mixture proportion conforms to C476.ASTM C 476 permits a small amount of hydrated lime but does not require any. Lime is usually not used in plant-batched grout because lime is not available in such plants.


Under ASTM C476, grout can be specified by proportion or by compressive strength.The proportion specification is simpler. It requires only that volume proportions of ingredients be verified.Specification by compressive strength is more complex. It requires compression testing of grout in a permeable mold (ASTM C 1019).


If grout is specified by proportion, compliance is verified only by verifying proportions. For example, fine grout has volume proportions of 1 part cement to about 3 parts mason’s sand. Coarse grout has volume proportions of 1 part cement to about 3 parts mason’s sand and about 2 parts pea gravel.Unless the compressive-strength specification is used, no grout testing is necessary.


The proportion of water in grout is not specified. The slump should be 8 to 11 inches.Masonry units absorb water from the grout, decreasing its water-cement ratio and increasing its compressive strength. High-slump grout will still be strong enough.


In designing and specifying masonry according to the MSJC Code, the role of f’m is analogous to that of f’c for concrete.For concrete, the designer states an assumed value of fc and compliance is verified by compression tests on cylinders cast in the field and cured under ideal conditions.For masonry, the designer states an assumed value of fm and compliance is verified either by the “unit strength method,” or by the “prism test method.”


The MSJC Code offers two ways of demonstrating compliance with the specified f’m. The simplest is the “unit strength method.” Using compressive strengths for standard ASTM units obtained by the unit manufacturer as part of production quality control, mortar meeting ASTM C270 and grout meeting ASTM C476 or having a compressive strength of at least 2000 psi, conservative values for f’m can be taken from Tables 1 and 2 of the Specification. Alternatively, prisms can be constructed and tested by ASTM C1314.


For example, in clay masonry, if units have a compressive strength of at least 4150 psi and ASTM C270 Type N mortar is used, the prism strength can be taken as 1500 psi.In concrete masonry, if units have a compressive strength of at least 1900 psi (which happens to be the minimum for C90 units) and ASTM C270 Type S mortar is used, the prism strength can be taken as 1500 psi.A specified prism strength of 1500 psi is very common for masonry.


If compliance with the specified f’m is verified by the unit strength method and compliance with ASTM C270 (mortar) and ASTM C476 (grout) is verified by proportion), no job-specific testing whatsoever is required.


Finally, the MSJC Specification requires compliance with the specified products (Article 2), which means units, mortar, grout and accessory materials, and with the specified execution (Article 3), which means inspection, preparation and installation of masonry, reinforcement, grout and prestressing tendons.


One of the most important details in a masonry building is the expansion joint under shelf angles in clay masonry veneer. Clay masonry expands over time; concrete and concrete masonry shrink. If the veneer is laid without the expansion joint, it will end up supporting the building even though it is not made to resist the resulting compression.


Slide shows diagram of fully grouted wall with mortar in all cells.


Slide shows non-grouted wall. The webs are ordinarily not mortared.


Note that the webs that are not adjacent to a grouted cell usually do not have any mortar.


This loading applies to all masonry walls, whether “participating” or not. If not participating, the connections at the top must allow relative motion in the plane of the wall.


Tee-beam design is much the same as in reinforced concrete.


This style of construction was popular in the mid twentieth century.


Basic concept of analysis for distribution of seismic forces; the unit force will be higher in the stiffer elements.


In the context of the MSJC Code and Specification as referenced by the NEHRP Recommended Provisions, masonry is composed of units held together by mortar. The masonry is usually reinforced (either by prescription or by design methodology), and the reinforcement is surrounded by grout. The result is an integral material very similar to reinforced concrete.


Modern reinforced masonry is commonly composed of hollow concrete or clay masonry units, jointed together by cementitious mortar. Deformed reinforcement is placed vertically and horizontally within voids in the masonry, which are then filled with grout, a fluid concrete-like mixture.


Emphasize that the failure of a masonry prism in compression usually occurs upon a tensile splitting failure, and the restraint of the lateral expansion of the mortar is what creates the tension in the masonry unit.


Compressive stress-strain behavior is evaluated using a masonry “prism”composed of units bonded by mortar and filled with grout (if it is intended to represent grouted construction). The individual behavior of units, mortar, and grout is not nearly as important as the behavior of the composite.


Head joints are weak because the mortar shrinks. In contrast to bed joints, there is no gravity action to maintain the contact.


A multi-wythe wall may act as a composite wall, or it may act as a series of parallel thin walls.


Slide shows photograph of grout-block separation.


Slide shoes various defects in grouted wall.


Slide shows cell with congested reinforcement making it difficult to flow grout into place.


Slide shows photo of masonry wall with spalled face shells.


The truss analogy is that vertical and diagonal struts of masonry resist compression in conjunction with horizontal and vertical tension ties of rebar.


If unreinforced masonry does not fail in shear or slide, it will rock (overturn). If the masonry is reinforced, the vertical steel forms a couple with masonry in compression to resist the overturning moment.


Reinforced masonry is relatively ductile in bending. The confinement figure is not particularly pertinent, as it is difficult to confine masonry.


Slide shows possible out-of-plane failures (flexural strength and anchorage failures) in masonry walls.


Slide shows photo of house with out-of-plane masonry wall failures.


Summary of Masonry Behavior


Design implications for masonry structures


Slide is a diagram of design standards uied for Masonry structures.


The NEHRP Recommended Provisions reference the MSJC Code and Specification. That document is developed under ANSI-consensus rules by the Masonry Standards Joint Committee, which is sponsored jointly by The Masonry Society, The American Concrete Institute, and The American Society of Civil Engineers.


This slide shows the organization of the MSJC Code. It is linked to the MSJC Specification.


The MSJC Specification is referenced by and linked to the MSJC Code. The Specification has three articles governing general provisions, products, and execution, respectively.


The MSJC Code references and is intended to be used with the MSJC Specification.In the Code, design provisions are given in Chapters 1 through 7 and Appendix A. Sections 1.2.4 and 1.14 require a QA program in accordance with the Specification. Section 1.4 invokes the Specification by reference.The Specifications requires verification of compliance with specified fm; compliance with the required level of quality assurance; and compliance with the specified products and execution.


Chapter 1 of the MSJC Code is an “umbrella” chapter. It gives basic requirements that govern over the other provisions. As with other slides, the sections marked in orange are emphasized in the slides that immediately follow.


Code Section 1.8 deals with material properties to be used for design. It specifies the values of chord modulus of elasticity, shear modulus, thermal expansion coefficients, and creep coefficients for clay, concrete, and AAC masonry. It also gives moisture expansion coefficients to be used for clay masonry and shrinkage coefficients to be used for concrete masonry.


The MSJC Code uses two different ways of computing section properties. To compute member stresses or capacities, use the weakest section. For hollow unit masonry bedded on the outside only (face-shell bedding), this is the area of the face shells only.


For computing slenderness-related properties, use the average section (the net area of units of face-shell bedded masonry).


Reinforcing bars must be embedded in grout; joint reinforcement can be embedded in mortar. Minimum distances between reinforcement and the insides of cells or void spaces are specified as are minimum cover distances for protection of reinforcement from corrosion. Standard hooks are defined.


Section 1.17 applies to all masonry except glass unit masonry and veneers. It seeks to improve performance of masonry structures in earthquakes by improving the ductility of masonry members and the connectivity of masonry members.Seismic requirements for autoclaved aerated concrete (AAC) masonry are somewhat different and are not addressed here.


In Code Section 1.17, the structure’s Seismic Design Category (SDC) is defined according to ASCE 7. The SDC depends on seismic risk (geographic location), importance, and underlying soil.The SDC determines the required types of shear walls (prescriptive reinforcement); the prescriptive reinforcement required for other masonry elements; and the permitted design approaches for LFRS (lateral force-resisting system).


Seismic design requirements are keyed to ASCE 7 Seismic Design Categories (from A up to F). Requirements are cumulative; requirements in each “higher” category are added to requirements in the previous category.


Basics of seismic design


Basics of seismic design.


In Seismic Design Category A, a drift limit of 0.007 and a minimum design connection force are imposed for wall-to-roof and wall-to-floor connections.In Seismic Design Category B, the lateral force resisting system cannot be designed empirically.


In Seismic Design Category C, all walls must be considered shear walls unless isolated. Shear walls must meet minimum prescriptive requirements for reinforcement and connections (ordinary reinforced, intermediate reinforced, or special reinforced) and other walls must meet minimum prescriptive requirements for horizontal or vertical reinforcement.


In Seismic Design Category D, masonry that is part of the lateral force resisting system must be reinforced so that v + h 0.002, and v and h 0.0007. Type N mortar and masonry cement mortars are prohibited in the lateral force resisting system. Shear walls must meet minimum prescriptive requirements for reinforcement and connections (special reinforced) and other walls must meet minimum prescriptive requirements for horizontal and vertical reinforcement.


This slide illustrates the minimum reinforcement requirements for special reinforced masonry shear walls.


In Seismic Design Categories E and F, additional requirements are imposed for stack-bond masonry because it is inherently weaker in flexure across continuous head joints.


This slide summarizes the requirements for different shear wall types and the Seismic Design Categories in which each type is permitted to be used.


Section 1.158of the MSJC Code requires a quality assurance program in accordance with the Specification. The section contemplates three levels of quality assurance (A, B, C): compliance with specified fm, increasing levels of quality assurance with increasingly strict requirements for inspection, and for compliance with specified products and execution.


Section 1.18 of the MSJC Code gives minimum requirements for inspection, tests, and submittals.


That section specifies a minimum grout spacing (Table 1.19.1).With respect to embedded conduits, pipes and sleeves, it requires that the effects of openings be considered in design and that masonry alone be considered effective in resisting loads.With respect to anchorage of masonry to structural members, frames and other construction, it requires that the type, size, and location of connectors be shown on drawings.


Now let’s move to Chapter 3 of the MSJC Code dealing with strength design. It is this chapter that first addresses the fundamental basis for strength design.


Factored design actions must not exceed nominal capacities, reduced by factors. The quotient of load factor divided by factor is analogous to safety factor of allowable stress design and should be comparable to that safety factor.


The design strength must exceed required strength. To give additional protection against brittle shear failure, the design shear strength must exceed the shear corresponding to the development of 1.25 times the nominal flexural strength (capacity design). The nominal shear strength need not, however, exceed 2.5 times the required shear strength.


The table of this slide summarizes the capacity reduction factors used by the MSJC Code. For reinforced masonry, they are quite similar to those of ACI 318.


This slide summarizes capacity reduction factors for the design of anchor bolts.


The MSJC Code imposes the drift limits of ASCE 7-02. It requires that deflections of unreinforced masonry be based on uncracked sections and that deflections of reinforced masonry be based on cracked sections.


Tensile capacity is governed by tensile breakout, by yield of the anchor in tension, and by tensile pullout (for bent-bar anchor bolts only).Shear capacity is governed by shear breakout and by yield of the anchor in shear.Combined tension and shear are conservatively handled using a linear interaction relationship.


Compressive strength of masonry.


In contrast to earlier versions of the MSJC Code, the 2005 and 2008 editions specify identical values of the modulus of rupture for in-plane and out--of-plane bending (Table 3.1.8.2). Modulus of rupture values are lower for masonry cement and air-entrained portland cement-lime mortar and are higher for grouted masonry. For grouted stack-bond masonry, fr = 250 psi parallel to bed joints.


The specified yield strength of reinforcement is not to be taken in excess of 60 ksi. The actual yield strength is not to exceed 1.3 times the specified value (to avoid excesses of actual flexural capacity, which can lead to excessive shear demand).The compressive strength of reinforcement is to be ignored unless the reinforcement is tied in compliance with Code 2.1.6.5.


Masonry in flexural tension is considered to be cracked. Flexural tension is to be resisted entirely by reinforcing steel. Design is similar to strength design of reinforced concrete.


Section 3.3 of the MSJC Code deals in detail with the assumptions underlying strength design of reinforced masonry:Section 3.3.3 addresses reinforcement requirements and details, including maximum steel percentage.Section 3.3.4 addresses design of piers, beams and columns, including nominal axial and flexural strength and nominal shear strengthSection 3.3.5 addresses design of walls for out-of-plane loads.Section 3.3.6 addresses design of walls for in-plane loads.Let’s look at each of these in more detail.


The basic assumptions of flexural design in reinforced masonry are quite similar to those of reinforced concrete.Continuity between reinforcement and grout is assumed. Equilibrium must be satisfied. The maximum usable strain is to be taken as mu = 0.0035 for clay masonry and 0.0025 for concrete masonry.Plane sections are assumed to remain plane. An elastoplastic stress-strain curve is used for for reinforcement; and the tensile strength of masonry is to be neglected.The compressive stress block is idealized as an equivalent rectangle with a height of 0.80 fm and a depth of 0.80 c.


This slide summarizes how those flexural assumptions are applied. As will be discussed subsequently, sections are required to be tension-controlled so the strain gradient varies across the depth of the cross-section from the maximum useful strain in the masonry to a steel strain at least equal to yield. Reinforcement is considered to be elastoplastic. The equivalent rectangular stress block is taken as shown. The axial force in the cross-section is computed as the difference between the compressive and the tensile forces, and the moment is computed as the summation of each of those forces times its respective distance from the plastic centroid (usually the centerline) of the cross-section. For concrete and masonry design, the plastic centroid is defined as the line of action of the resultant force in the cross-section corresponding to a uniform compressive strain equal to the maximum useful strain in the concrete or masonry.


Section 3.3.3 of the MSJC Code addresses reinforcement requirements and details.The diameter of reinforcement in eighths of an inch must not exceed 1/8 the nominal wall thickness. For example, in a nominal 8-in. wall, reinforcement must not be larger in diameter than #8 (nominal diameter 8/8 inch). This is intended to prevent failure by the masonry by splitting along the bar.Standard hooks are defined. Development length is based on pullout and on splitting (bar-to-cover and bar-to-bar). In walls, shear reinforcement must be bent around extreme longitudinal bars (intended to increase the effectiveness of the hooks).Required splice length is based on required development length; welded and lap splices must develop 1.25 fy .


This slide illustrates the principle behind the maximum reinforcement limitations of Section 3.3.3.5 of the MSJC Code. Assumed is a critical strain gradient, whose maximum value on the compression side of the element is the maximum useful strain in masonry and whose maximum value on the tension side of the element is a multiple of the specified yield strain in that reinforcement. That multiple depends on the expected flexural ductility demand on the element. In contrast to the calculation of flexural capacity, the contribution of compressive reinforcement can be considered.That critical gradient defines the location of the neutral axis and the dimensions of the compressive stress block. That, in turn, gives the maximum compressive capacity of that block. The combination of tensile steel area (acting at a stress limited by fy) and axial compression must not exceed that compressive capacity. The intent of this provision is to prevent compressive crushing of that block and, therefore, ensure tension-controlled behavior.


The 2005 MSJC Code does not use moment magnifiers. Slenderness is addressed by multiplying axial capacity by slenderness-dependent modification factors. Since axial loads are usually quite low compared to axial capacity in concentric compression, slenderness effects are usually not significant.


Slide shows truss analogy for developing shear strength in wall.


Section 3.3.4 of the MSJC Code addresses nominal shear strength of reinforced masonry in a way that is quite similar to design of reinforced concrete. Nominal shear resistance is taken as the summation of resistance from masonry, plus resistance from shear reinforcement. To prevent diagonal crushing of masonry, upper limits are imposed on Vn (and thereby on Vs).


Nominal shear resistance due to masonry depends on the aspect ratio of the element, and varies from 2.25 to 4 times the product of the square root of f’m, and the cross-sectional area of the element.Nominal shear resistance due to shear reinforcement is computed similarly to reinforced concrete as the product of the number of layers of shear reinforcement crossing a 45-degree crack, the cross-sectional area of each layer of reinforcement, and the specified tensile yield strength of the reinforcement. The MSJC Code uses an efficiency factor to account for the fact that shear reinforcement does not yield uniformly over the height of a wall element.


Section 3.3.4 2 of the MSJC Code addresses requirements for beams, defined as elements whose design axial load is low. To prevent brittle fracture of tensile reinforcement following flexural cracking, nominal capacity is required to be at least equal to 1.3 times the computed cracking capacity. To prevent lateral-torsional buckling, lateral bracing is required to be spaced at most 32 times the beam width. To ensure reasonable flexural capacity, the total depth (nominal dimension) cannot be less than 8 in.


In the context of the MSJC Code and Specification, a “pier” is an isolated structural element resisting axial compression and meeting certain geometric criteria. Wall segments are normally not piers.For piers, design axial load cannot exceed 0.3 An fm. The nominal thickness must be between 6 and 16 in. The nominal plan length must be between 3 and 6 times the nominal thickness. The clear height must not be more than 5 times the nominal plan length.


In the context of the MSJC Code and Specification, a “column” is an isolated structural element resisting axial compression, and meeting certain geometric criteria. Wall segments are normally not columns.Columns must have a ratio of total longitudinal reinforcement to gross cross-sectional area between 0.0025 and 0.04. They must meet maximum flexural reinforcement requirements of Section 3.3.3.5 of the MSJC Code. Longitudinal reinforcement must be supported laterally (tied) in accordance with Section 2.1.6.5 of the MSJC Code. Their least cross-sectional dimension must be at least 8 in., and their nominal depth must not exceed 3 times their nominal width.


Walls are designed under out-of-plane loads using a strength interaction diagram.


Maximum reinforcement requirements are given by Section 3.3.3.5 of the MSJC Code. Slenderness effects are addressed (for walls loaded out of plane only) by computing a magnified moment based on computed out-of-plane deflections. Nominal shear strength is given by Section 3.3.4.1.2.


Flexural design of walls for in-plane loads is again handled using a strength interaction diagram. Because such walls have multiple layers of reinforcement over their depth, hand computations are tedious, and hand approximations (see design example at the end of this module) or computer spreadsheet calculations are preferable.


Code Section 3.3.6 addresses design of walls for in-plane loads. Maximum longitudinal (flexural) reinforcement is specified by Section 3.3.3.5. Nominal shear strength is calculated by Section 3.3.4.1.2. Vertical reinforcement must be at least one-half the horizontal reinforcement. Usually this will not govern since a certain amount of vertical reinforcement is needed to resist out-of-plane loads (see the example at the end of this module).


Most practicing engineers are very familiar with the behavior of frame-type structures. Many, however, may never have formally studied the behavior of wall-type structures. For that reason, it is appropriate to review that behavior. The following series of slides presents the basic starting point for design of wall-type structures and their components.


This slide shows how a wall-type building resists gravity loads. Nonbearing walls resist concentric axial loads from their own weight only. Bearing walls resist concentric axial loads from their own weight, and possibly eccentric axial loads from the reactions of roof elements. Both types of wall can be idealized as vertically spanning strips simply supported at the level of floor slab and horizontal diaphragms.


This slide shows how wall-type structures resist lateral loads. Vertically spanning strips in the walls oriented perpendicular to the direction of lateral load resist combinations of axial load (from self-weight and roof bearing) and moments from out-of-plane wind. Reactions from those strips are transferred to horizontal diaphragms that must resist in-plane shears and moments. The load transfer to diaphragms and the in-plane resistance are accomplished with the help of the bond beams that act as diaphragm chords. The diaphragms, in turn, transfer their reactions to walls oriented parallel to the direction of lateral load, which then act as shear walls.


When walls oriented perpendicular to the direction of lateral load have door or window openings, these interrupt the path of vertical force transmission and change the design concept to a combination of horizontally spanning and vertically spanning strips. The openings’ vertical strips resist the loads that act directly on them and also reactions from the horizontal strips that they support. Strip B, for example, resists loads acting on its own width and also loads from the right half of the horizontal strips at the door and from the left half of the horizontal strips at the window. Strip B therefore resists loads tributary to an effective width extending from the center of the opening to the left, to the center of the opening to the right.


Openings in effect increase the original design actions on each strip by a factor equal to the ratio of the effective width of the strip divided by the actual width. This is precise for wind loads. It is usually conservative for seismic loads because the masses associated with doors and windows are often less than those associated with walls.Basically, because the openings don’t change the loads on the wall, the wall’s required vertical reinforcement remains the same, and the designer must simply move that steel horizontally so that it does not coincide with the openings.


Vertically spanning strips in walls perpendicular to the direction of lateral load are subjected to axial load and possibly to eccentric gravity load from the roof. If the strips are assumed to be simply supported at the level of the slab, the moment diagram due to eccentric gravity load varies linearly from its maximum value at the roof, to zero at the slab. These moments must be combined with moments from out-of-plane wind and earthquake forces. This example shows the effect on the moment diagram due to a parapet and also shows that wind can act in either direction.


Design of the vertical strips consists simply of comparing the combination of factored design moment and axial load, with the design capacity expressed in terms of a moment-axial force interaction diagram, including the effects of phi-factors. In such walls, axial loads are usually quite low, and the out-of-plane flexural capacity of the strips is essentially proportional to their flexural reinforcement. Moment-axial force interaction diagrams can be computed by hand or by spreadsheet. Such walls usually have only a single layer of reinforcement at their midplane. Because such a single layer usually cannot be supported laterally, it is not considered effective in resisting compressive stress. It is permitted to be included in computing maximum tensile reinforcement.


Parallel walls must be designed to resist shears from the diaphragms plus moments and axial forces.


Flexural design of shear walls is expressed in terms of the relationship between combinations of factored moment and axial force and a moment-axial force interaction diagram. The easiest way to generate such a diagram is by use of a spreadsheet in which the position of the neutral axis is moved from one side of the cross-section to the other; forces in masonry and reinforcement are computed; and the resulting axial force and moment are calculated.


The shear design of shear walls is quite similar to that of reinforced concrete shear walls. Nominal resistance is taken as the summation of resistance from masonry plus the resistance from shear reinforcement. Nominal resistance due to masonry is considered to vary with the aspect ratio of the element. Capacity design is required for shear walls -- they must either be designed for a design strength at least equal to 1.25 times the shear associated with development of the nominal flexural strength or for a nominal strength at least equal to 2.5 times the required shear strength.Because the nondimensional aspect ratio need not be taken greater than 1.0, nominal resistance due to masonry varies from 2.25 to 4.0 times the product of the area and the square root of the specified compressive strength of the masonry.


In designing low-rise masonry buildings for lateral load, it is also necessary to compute the distribution of lateral loads to shear walls. The classic approach is to first determine whether the diaphragm is “rigid” or “flexible” compared to the lateral force resisting system and then to carry out the appropriate analysis for wall shears. In the next few slides, the appropriate analysis for each case is briefly explained. At the end, however, the designer is encouraged to reduce design effort by simplifying the analysis for each case and finally by bounding the shears from each case.


In a structure with a rigid diaphragm, the classic approach is first to locate the “center of rigidity,” or shear center of the plan. The shear center is the point through which lateral forces must be applied so that the building will not twist in plan. The lateral load is then decomposed into a load acting through the center of rigidity and a torsional moment about the center of rigidity. The lateral load produces direct shears on shear walls oriented parallel to the direction of the lateral load; the torsional moment produces torsional shears on all shear walls. For each wall, direct shears and torsional shears are added to get the design shear. This process is tedious.


This process can be simplified considerably by neglecting plan torsion. This assumption is generally valid if the building has several walls oriented in each plan direction and well-distributed about the plan perimeter. It is not valid for garage-type buildings with one side almost completely open. For low-rise buildings, it also is possible to neglect flexural deformations because they are quite small. Considering shearing deformations only and assuming uniform wall thickness and story height, the shearing stiffness of different walls is simply proportional to their plan lengths.


Consider the building plan shown above in which the wall on the left has a plan length of 40 ft and the wall on the right is composed of three segments with a plan length of 8 ft each.The left and right walls together have a total stiffness proportional to their total plan length of 64 ft. The wall on the left represents 40/64 (or 5/8) of that stiffness and, therefore, resists 5/8 the applied shear. The wall on the right resists the remaining 3/8 of the applied shear.


For buildings with flexible diaphragms, the diaphragm is idealized as a simply supported beam acting in the horizontal plane and resting on the shear walls. Because the shear walls are very stiff compared to the diaphragm, the shears on the shear walls depend on the tributary areas of the diaphragm that each shear wall supports.


For the same building studied above but with a flexible diaphragm, the left and right shear walls each resist 1/2 the total lateral load.


Further, it is possible to avoid the need to classify the diaphragm as “rigid”or “flexible.” Simply design each wall for the more critical of the simplified rigid-diaphragm case and the flexible-diaphragm case. For this example, the left-hand wall had a shear of 5/8 V for the rigid-diaphragm case and a shear of 1/2 V for the flexible-diaphragm case. It could therefore be designed for the more severe of the two design shears or 5/8 V. The right-hand wall would be similarly designed for the worse of 3/8 V (rigid) and 1/2 V (flexible) or 1/2 V. Even though these two design shears sum to more than V, the design is conservative and valid. It might be too conservative for a few cases in which event the diaphragm stiffness would have to be evaluated.


If the diaphragm is continuous, diaphragm shears are resisted by the total depth of the diaphragm. If the diaphragm is discontinuous, diaphragms are resisted by cover only. Flexural resistance comes from forces in diaphragm chords separated by the internal lever arm (distance between chords)


After designing the out-of-plane strips, the in-plane shear walls and the lintels, additional details would have to be addressed: wall-diaphragm connections, design of lintels for out-of-plane loads between wall-diaphragm connections, connections between bond beam and walls, and connections between walls and foundations.


The first step is computation of factored design shears and moments.Factored design moments and shears for in-plane loading depend on actions transferred to shear walls by horizontal diaphragms at each floor level.Factored design moments and shears for out-of-plane loading depend on wind or earthquake forces acting between floor levels.


The next step is to design the flexural reinforcement as governed by out-of-plane loading, which usually will govern over the reinforcement necessary to resist in-plane loading.The practical wall thickness is governed by available unit dimensions. Using concrete masonry units, nominal dimensions of 8 by 8 by 16 in. are most common. This implies a specified thickness of 7-5/8 in., and a single curtain of reinforcement, placed in the center of grouted cells.The specified wall thickness is 7-5/8 in.Proportion flexural reinforcement to resist out-of- plane wind or earthquake forces. Because axial loads are small, the necessary reinforcement can be estimated by dividing the maximum factored design moment from out-of-plane loads by the product of the specified steel yield strength and the internal lever arm.


The next step is to design flexural reinforcement as governed by in-plane loading. A moment-axial force interaction diagram can be computed by hand or by spreadsheet. As an initial estimate for hand calculations, the approach of Cardenas and Magura can also be used, and is discussed in a few more slides.


As noted previously, the 2005 MSJC Code places strict limits on maximum flexural reinforcement. To keep the compressive stress block from crushing, the maximum steel percentage decreases as axial load increases so that design above the balance point is impossible.


After determining the reinforcement required to resist out-of-plane loads, and the reinforcement required to resist in-plane loads, the greater of the two requirements governs. If out-of-plane requirements considerably exceed in-plane requirements, consider making the wall thicker. In-plane over-capacities in flexure can lead to an unacceptable increase in shear demand if capacity design is used (see subsequent example).


In checking shear capacity, the first step is to estimate the design shear.If the structure is essentially elastic, factored design shears should be computed based on factored design actions.If the structure is expected to have significant inelastic flexural deformation, then capacity design should be used. Design shears should be computed based on flexural capacity.In the above figure, the gray diagrams represent shears and moments from factored design loads. The black diagrams represent shears and moments corresponding to nominal flexural capacity. They are the gray diagrams,divided by the capacity reduction factor for flexure. The red diagrams represent the shears and moments corresponding to the probable flexural capacity. They are the black diagrams, multiplied by the ratio of the probable yield strength of the flexural reinforcement divided by the specified yield strength and also multiplied by the ratio of the probable area of reinforcement divided by the required reinforcement.


As discussed previously, shear resistance is calculated similarly to that of reinforced concrete.


As discussed previously, Vm depends on aspect ratio.


As discussed previously, total shear resistance is limited to prevent diagonal crushing of masonry.


Finally, the designer must check detailing, including cover and placement of flexural and shear reinforcement. Boundary elements are not required because ductility demand is usually low and maximum flexural reinforcement is closely controlled.


Detailing requirements usually are not difficult to satisfy.Cover requirements are satisfied automatically by putting reinforcement in grouted cells.Flexural and shear reinforcement must comply with the minimum flexural reinforcement and spacing dictated by the Seismic Design Category. Flexural reinforcement is normally placed in single curtain. Typical reinforcement would be at least #4 bars @ 48 in. Horizontal reinforcement is also placed in the same single curtain.Typical reinforcement would be at least #4 bars @ 48 in. Additional reinforcement (usually uniformly distributed) can be added if required to resist in-plane flexure.


Now let’s look briefly at Cardenas and Magura’s approximation for flexural strength.


Slide shows elevation of wall for example problem in P-751.


Slide shows a pier of the wall and forces acting on pier.


Slide shows section of wall with grouted cells and reinforcement.


Slide shows strain profile on wall section.


Slide shows stress profile on wall section.


Slide shows ductility check calculations.


Slide shows analysis of section with zero axial load.


Slide shows strain profile under balanced conditions.


Slide provides calculations for wall axial strength and corresponding flexural strength.


Axial Force –Bending Moment interaction diagram for wall section.


Diagram determining if wall has adequate strength.


Further information on the topics presented here is given in these web sites.


Acknowledgements


Slide prompts participants for questions


Instructional Material Complementing FEMA P-751, Design Examples

10 – Masonry 1

Masonry Structures


10 Masonry

James Robert Harris, PE, PhD, and Frederick R. Rutz, PE, PhD

Includes materials originally developed byRichard Klingner, PE, PhD

SEISMIC DESIGN OF MASONRY STRUCTURES


NEHRP Recommended ProvisionsMasonry Structures:

● Context in the Provisions

● Reference standards

● Masonry basics

● Masonry behavior

● Organization of TMS 402

Code

● Types of shear walls

● Shear wall in-plane design

● Masonry walls out-of-plane

● Overstrength concepts

● Details

● Simplified design for wall-

type structures

● Shear wall design example



10 – Masonry 2


Objectives of Module

● Basics of masonry behavior

● The TMS 402 Building Code and TMS 602 Specification and the relationship of NEHRP Recommended Provisions documents to it

● Earthquake design of masonry structures and components using the 2008 TMS 402 Code and TMS 602 Specification

● Example of masonry shear wall design


NEHRP Recommended ProvisionsMasonry Design

●Context in the Provisions

● Design seismic loads

– Load combinations ASCE 7-10 Ch. 2 & 12

– Loads on structures ASCE 7-10 Ch. 12

– Loads on components

& attachments Chap. 6 ASCE 7-10 Ch. 13

● Design resistances ASCE 7-10 Ch. 14

– Strength design (mostly references TMS 402-08)



●Basic Documents● NEHRP Recommended Provisions

● ASCE 7-10, Minimum Design Loads for Buildings

and Other Structures

● TMS 402-8, Building Code Requirements for

Masonry Structures

● TMS 602-8, Specification for Masonry Structures

● IBC 2012, International Building code


10 – Masonry 3



●Masonry Basics


Review Masonry Basics

● Basic terms

● Units

● Mortar

● Grout

● Accessory materials– Reinforcement (may or may not be present),

connectors, flashing, sealants

● Typical details


Basic Terms

● Bond patterns (looking at wall):

Running bond Stack bond

1/3 Running bond Flemish bond

bedjoints

headjoints


10 – Masonry 4


Masonry Units

● Concrete masonry units (CMU):– Specified by ASTM C 90– Minimum specified compressive

strength (net area) of 1900 psi (average)

– Net area is about 55% of gross area(varies with size)

– Nominal versus specified versus actual dimensions

– Type I and Type II designations no longer exist


Masonry Units

● Clay masonry units:– Specified by ASTM C 62 or C 216

– Usually solid, with small core holes for manufacturing purposes

– If cores occupy 25% of net area, units can be considered 100% solid

– Hollow units are similar to CMU - can be reinforced


Masonry Mortar

● Mortar for unit masonry is specified by ASTM C 270

● Three cementitious systems– Portland cement + lime + sand (“traditional”)

– Masonry cement mortar (lime is included in cement)

– Mortar cement mortar (lime is included in cement, higher air contents)


10 – Masonry 5


Masonry Mortar

● Plastic mortar properties– Workability Important for good bond

– Water retentivity

– Rate of hardening

● Hardened mortar properties– Bond Important, seldom specified

– Compressive strength

– Volume stability

– Durability


Masonry Mortar

● Within each cementitious system, mortar is specified by type (M a S o N w O r K):

– Going from Type K to Type M, mortar has an increasing volume proportion of portland cement. It sets up faster and has higher compressive and tensile bond strengths.

– As the volume proportion of portland cement increases, mortar is less able to deform when hardened.

– Types M and S are specified for modern structural masonry construction.

– Type N for non-loadbearing and for brick veneer– Type O or K for historic masonry repairs


Masonry Mortar

● Under ASTM C270, mortar can be specified by proportion or by property.

● If mortar is specified by proportion, compliance is verified only by verifying proportions. For example:

– Type S PCL mortar has volume proportions of 1 part cement to about 0.5 parts hydrated mason’s lime to about 4.5 parts mason’s sand

– Type N masonry cement mortar (single-bag) has one part Type N masonry cement and 3 parts mason’s sand


10 – Masonry 6


Masonry Mortar

● Under ASTM C270, mortar can be specified by proportion or by property:

– Proportion specification is simpler -- verify in the field that volume proportions meet proportion limits.

– Property specification is more complex: (1) establish the proportions necessary to produce a mortar that, tested at laboratory flow, will meet the required compressive strength, air content, and retentivity (ability to retain water) requirements and (2) verify in the field that volume proportions meet proportion limits.


Masonry Mortar

● The proportion specification is the default. Unless the property specification is used, no mortar testing is necessary.

● The proportion of water is not specified. It is determined by the mason to achieve good productivity and workmanship.

● Masonry units absorb water from the mortar decreasing its water-cement ratio and increasing its compressive strength. Mortar need not have high compressive strength.


Grout

● Grout for unit masonry is specified by ASTM C 476● Two kinds of grout:

– Fine grout (cement, sand, water)– Coarse grout (cement, sand, pea gravel, water)

● ASTM C 476 permits a small amount of hydrated lime, but does not require any. Lime is usually not used in plant – batched grout.


10 – Masonry 7


Grout

● Under ASTM C476, grout can be specified by proportion or by compressive strength:

– Proportion specification is simpler. It requires only that volume proportions of ingredients be verified.

– Specification by compressive strength is more complex. It requires compression testing of grout in a permeable mold (ASTM C 1019).


Grout

● If grout is specified by proportion, compliance is verified only by verifying proportions. For example:

– Fine grout has volume proportions of 1 part cement to about 3 parts mason’s sand.

– Coarse grout has volume proportions of 1 part cement to about 3 parts mason’s sand and about 2 parts pea gravel.

● Unless the compressive-strength specification is used, no grout testing is necessary.


Grout

● The proportion of water is not specified. The slump should be 8 to 11 in.

● Masonry units absorb water from the grout decreasing its water-cement ratio and increasing its compressive strength. High-slump grout will still be strong enough.


10 – Masonry 8


Role of fm

● Concrete:– Designer specifies value of fc– Compliance is verified by compression tests on

cylinders cast in the field and cured under ideal conditions

● Masonry– Designer specifies value of fm– Compliance is verified by “unit strength method” or

by “prism test method”


Verify Compliance with Specified fm

● Unit strength method (Spec 1.4.B.2):– Compressive strengths from unit manufacturer

– Grout strength equals or exceeds fm,min = 2,000 psi

● Prism test method (Spec 1.4.B.3):– Pro -- can permit optimization of materials

– Con -- require testing, qualified testing lab, and procedures in case of non-complying results


Example of Unit Strength Method (Specification Tables 1, 2)

● Clay masonry units (Table 1)Example:– Unit compressive strength 4150 psi– Type N mortar– Prism strength can be taken as 1500 psi

● Concrete masonry units (Table 2)Example:– Unit compressive strength 1900 psi– Type S mortar– Prism strength can be taken as 1500 psi


10 – Masonry 9


Application of Unit Strength Method (Specification Tables 1, 2)

● Designer determines required material specification:– Designer states assumed value of fm– Specifier specifies units, mortar and grout that will

satisfy “unit strength method”

– Compliance with fm can be verified with no tests on mortar, grout, or prisms (but need verification of units’ compressive strength)


Comply with Specified Products and Execution

● Products -- Specification Part 2:– Units, mortar, grout, accessory materials

● Execution -- Specification Part 3– Inspection

– Preparation

– Installation of masonry units, mortar, reinforcement, grout, prestressing tendons

Procedure for Strength Design of Reinforced Masonry Shear Walls

● Select trial design.● Compute factored design moments and shears for

in- and out-of-plane loading. Include p- for out-of-plane deflection and moment.

● Design flexural reinforcement as controlled by out-of-plane loading.

● Design flexural reinforcement as controlled by in-plane loading and revise design as necessary.

● Check to ensure ductility.● Check shear capacity and revise if required.● Check detailing.



10 – Masonry 10

Accessory Materials

Horizontally oriented expansion joint under shelf angle:


Weepholes

Shelf angle

Flashing

Sealant gap~ 3 / 8 in.

Component Designbasics

Fully grouted wall:

Area assumed effective in longitudinal shear



No grout in wall:

Face shells are the only area assumed effective in longitudinal shear.



10 – Masonry 11


Partially grouted wall:

Area assumed effective in longitudinal shear includes grouted cells and adjacent webs.

(Recent research suggest this assumption may be unconservative).



Component Design: Design of walls

Out-of-plane forces, Fp

Out-of-planebending and shear


T - beam section assumed to resist out-of-plane flexure

(Masonry laid in running bond)


beff = 6t < s < 72”

s s

- -


10 – Masonry 12


Masonry can span horizontally




Force distributed according to relative stiffness

In-plane force



Masonry Behavior


10 – Masonry 13


Masonry Behavior

● On a local level, masonry behavior is nonisotropic, nonhomogeneous, and nonlinear.

● On a global level, however, masonry behavior can be idealized as isotropic and homogeneous. Nonlinearity in compression is handled using an equivalent rectangular stress block as in reinforced concrete design.

● A starting point for masonry behavior is to visualize it as very similar to reinforced concrete. Masonry capacity is expressed in terms of a specified compressive strength, fm, which is analogous to fc.

... typical materials in reinforced masonry


grout

steel reinforcing

bars

units of concrete or fired clay

mortar

grout

Masonry Behaviorprism failure mechanism


Brick units in vertical comp.Brick units in lateral tension

Mortar in triaxial comp.Mortar expands laterally

mortar > units

Unit fails in tension beforeMortar fails in comp


10 – Masonry 14


Masonry Behavior Stress-Strain Curve for Prism Under Compression

Masonry unit

Prism

Mortar

strain

f unit

f prism

f mortar


Masonry Behavior

Head joint weakness

Stacked bond- only mortar

Running bond- half units

Masonry Behavior

Lack of ties between wythesInstructional Material Complementing FEMA P-751, Design Examples Design of Masonry Structures - 42


10 – Masonry 15

Masonry Behavior

Typical grout-block separation due to drying shrinkage



Masonry Behavior

Puddled AdmixturePuddled

Vibrated AdmixtureVibrated

Masonry Behavior

Crowded cells make grout flow difficult



10 – Masonry 16

Masonry Behavior

Spalled face shells on solid grouted wall



Masonry Behavior: Short Wall in plane

Unreinforced

With horizontalreinforcement

Truss analogy:


Masonry Behavior: Tall Wallin-plane

URM RM


10 – Masonry 17


Reinforced Masonry/Behavior in Flexurehysteresis


Masonry Behavior: out-of-plane

flexuralstrength

anchorage

Masonry Behavior

Out-of-plane wall failure



10 – Masonry 18


Summary of Masonry Behavior4-Way Composite Action● Units, mortar, reinforcement, grout

Compression● High strength● Brittle -- low ductility● Confinement difficult to achieve

Tension● Good strength when reinf. takes tension● Very little strength without reinf.● (continuous joints are a plane of weakness)


Design Implications from Masonry Behavior

Unreinforced

● Design as elastic / brittle material

● R factors very low

● Design force = EQ force

Reinforced

● Design similar to reinforced concrete

● Confinement, ductility difficult to achieve

● R factors lower than concrete



Organization of TMS 402 Code


10 – Masonry 19

Seismic Design for MasonryHierarchy of Standards


NEHRPRecommendedProvisions

ASCE7ASCE/SEI

TMS 402MSJC

IBCICC

Building CodeLocal law

ASTM StandardsMaterial & Test Methods

TMS 602MSJC

Project DocumentsDwgs & Specs

TMS 402MSJC

TMS 602MSJC


What is the TMS 402 Code and TMS 602 Specification... ?

2008 TMS 402Code andTMS 602

Specification

ASCE(ASCE 5-08)(ASCE 6-08)

TMS(TMS 402-08)(TMS 602-08)

ACI(ACI 530-08)

(ACI 530.1-08)

MSJC = Masonry Standards Joint

Committee

• One committee• One code• Three designations


Organization of 2008 TMS 402 Code

Ch. 1, General RequirementsIncludes seismic

Ch. 2,AllowableStressDesign

Ch. 3, Strength Design

Ch. 4,PrestressedMasonry

Ch. 5,EmpiricalDesign

Ch. 6,Veneer

Ch. 7,Glass Block

2.1, General ASD 2.2, URM2.3, RM

6.1, General6.2, Anchored6.3, Adhered

3.1, General SD 3.2, URM3.3, RM

TMS 602Specification

App.A, AAC

1.17, Seismic


10 – Masonry 20


Organization of 2008 TMS 602 Specification

TMS 402 Code

Part 1General

Part 2Products

Part 3Execution

1.6 Qualityassurance

3.1 - Inspection3.2 - Preparation3.3 - Masonry erection3.4 - Reinforcement3.5 - Grout placement3.6 - Prestressing3.7 - Field quality control3.8 - Cleaning

2.1- Mortar 2.2 - Grout2.3 - Masonry Units2.4 - Reinforcement2.5 - Accessories2.6 - Mixing2.7 - Fabrication

TMS 602Specification


Relation Between Code and Specification

● Code:– Design provisions are given in Chapters 1-7 and

Appendix A– Sections 1.2.4 and 1.18 require a QA program in

accordance with the specification– Section 1.4 invokes the specification by reference.

● Specification:– Section 3.7 verify compliance with specified fm– Comply with required level of quality assurance– Comply with specified products and execution


Organization of TMS 402 CodeChapter 1

1.1 – 1.6 Scope, contract documents and calculations, special systems, reference standards, notation, definitions

1.7 Loading

1.8 Material properties

1.9 Section properties

1.10 Connections to structural frames

1.11 Stack bond masonry

1.12 Corbels

1.13 Beams

1.14 Columns

1.15 Details of reinforcement

1.16 Anchor bolts

1.17 Seismic design requirements

1.18 Quality assurance program

1.19 Construction


10 – Masonry 21


Code 1.8, Material Properties

● Prescriptive modulus of elasticity: Em = 700 f’m for clay masonryEm = 900 f’m for concrete masonry

or Chord modulus of elasticity from tests

● Shear modulus, thermal expansion coefficients, and creep coefficients for clay, concrete, and AAC masonry

● Moisture expansion coefficient for clay masonry● Shrinkage coefficients for concrete masonry



● Use minimum (critical) area for computing member stresses or capacities

– Capacity is governed by the weakest section; for example, the bed joints of face-shell bedded hollow masonry



● Radius of gyration and member slenderness are better represented by the average section

● For example, the net area of units rather than just the bed-joint area of face-shell bedded masonry


10 – Masonry 22


Code 1.15, Details of Reinforcement

● Reinforcing bars must be embedded in grout; joint reinforcement can be embedded in mortar

● Placement of reinforcement

● Protection for reinforcement

● Standard hooks



● Seismic requirements for masonry structures:– Improves ductility of masonry members– Improves connectivity in masonry structures

● Not applicable to:– Glass unit masonry– Veneers



● Define a structure’s Seismic Design Category (SDC) according to ASCE 7-10

– SDC depends on seismic risk (geographic location), underlying soil, importance

– SDCs are A, B, C, D, E, or F

● SDC determines – Required types of shear walls (prescriptive

reinforcement)

– Prescriptive reinforcement for other masonry elements

– Permitted design approaches for LFRS (lateral force-resisting system)


10 – Masonry 23



● Requirements for SDCs are cumulative; requirements in each “higher” category are added to requirements in the previous category:

SDC A = minimum requirements

SDC B = A + more

SDC C = A + B + more

SDC D = A + B + C + more

etc…



● Shear walls must meet minimum prescriptive requirements for reinforcement and connections (ordinary reinforced, intermediate reinforced, or special reinforced)


● General analysis – Element interaction

– Refer to ASCE7-10, Sec. 1.4, General Structural Integrity:

• Load path connections

• Notional lateral forces

• Connection to supports

• Anchorage of walls



10 – Masonry 24


● General analysis – Drift limits: Use legally adopted building code or

ASCE7

– Drift limits assumed satisfied for many wall types

– Special Reinforced Masonry walls are the exception to this rule



● Element classification– Participating

• Part of the seismic force-resisting system– Non-participating

• Non-participating walls must be isolated from the participating seismic force-resisting system (except as required for gravity support)




● Seismic Design Category A:– All types of shear walls permitted:

• Empirical

• Plain

–Ordinary plain: Unreinforced

–Detailed Plain: Has minimum reinforcement

• Ordinary reinforced

• Intermediate reinforced

• Special reinforced


10 – Masonry 25



● Seismic Design Category B:– Empirical design not permitted, all other types of

shear walls permitted:• Plain

–Ordinary plain–Detailed plain

• Ordinary reinforced• Intermediate reinforced• Special reinforced


Code 1.17, Seismic Design● Seismic Design Category C:

– Empirical and plain not permitted, all other types of shear walls permitted:

• Ordinary reinforced

• Intermediate reinforced

• Special reinforced– Participating walls shall be reinforced

– Non-participating walls must meet minimum prescriptive requirements for horizontal or vertical reinforcement

– At least 80% of lateral resistance in a given line shall be by shear walls



● Seismic Design Category D:

– Only special reinforced type of shear wall permitted

– Shear walls must meet minimum prescriptive requirements for reinforcement and connections (special reinforced)

– Type N mortar and masonry cement mortars are prohibited in the lateral force-resisting system

– “Non-participating” walls must meet minimum prescriptive requirements for horizontal and vertical reinforcement


10 – Masonry 26


Seismic Design Category D:

● Extra caution against brittle shear failure for Special Reinforced Masonry Shear Walls (1.17.3.2.6.1):

– Design shear strength shall exceed the shear corresponding to the development of 1.25 times the nominal flexural strength, but

– nominal shear strength need not exceed 2.5 times required shear strength



Minimum Reinforcement for Special Reinforced Shear Walls

roofdiaphragm

roof connectors@ 48 in. max oc

#4 bar (min) within16 in. of top of parapet

Top of Parapet

#4 bar (min) @ diaphragms continuous through control joint

#4 bar (min) within 8 in. of all control joints

control joint

Min. #4 bars @ 4 ft oc max. or W1.7 @ 16 in oc

Min. #4 bars @ 4 ft oc max.

#4 bar (min) within 16 in. of corners & ends of walls

24 in. or 40 db past opening

#4 bars around openings

total both ways = 0.002



● Seismic Design Categories E and F:– Additional reinforcement requirements for non-

participating stack-bond masonry


10 – Masonry 27


Minimum Reinforcement, SW Types

SW Type Minimum Reinforcement Permitted in SDC

Empirically Designed

none A

Ordinary Plain none A, B

Detailed Plain Vertical reinforcement = #4 at corners, within 16 in. of openings, within 8 in. of movement joints, maximum

spacing 10 ft; horizontal reinforcement W1.7 @ 16 in. or #4 in bond beams @ 10 ft

A, B

Ordinary Reinforced

same as above A, B, C

Intermediate Reinforced

same as above, but vertical reinforcement @ 4 ft A, B, C

Special Reinforced

same as above, but horizontal reinforcement @ 4 ft, and = 0.002 (sum of horiz + vert)

A,B,C,D



● Requires a quality assurance program in accordance with the TMS 602 Specification:

– Three levels of quality assurance (A, B, C)

– Compliance with specified fm– Increasing levels of quality assurance require

increasingly strict requirements for inspection, and for compliance with specified products and execution



● Minimum requirements for inspection, tests, and submittals:

– Empirically designed masonry, veneers, or glass unit masonry

• Table 1.18.1 for nonessential facilities

• Table 1.18.2 for essential facilities– Engineered plain, reinforced, or prestressed masonry

• Table 1.18.2 for nonessential facilities

• Table 1.18.3 for essential facilities


10 – Masonry 28


1.19, Construction● Minimum grout space (Table 1.19.1)

● Embedded conduits, pipes, and sleeves:– Consider effect of openings in design

– Masonry alone resists loads


Organization of TMS 402 CodeChapter 3, Strength Design

● Fundamental basis

● Design strength

● factors

● Deformation requirements

● Anchor bolts

● Bearing strength

● Compressive strength

● Modulus of rupture

● Strength of reinforcement

● Unreinforced masonry

● Reinforced masonry


Fundamental Basis for Strength Design

● Factored design actions must not exceed nominal capacities, reduced by factors

● Load factors come from ASCE7

● Quotient of load factor divided by factor is analogous to safety factor of allowable-stress design, and should be comparable to that safety factor.


10 – Masonry 29


Code 3.1.3, Design Strength for Strength Design

● Design strength ( x nominal strength) must equal or exceed required strength


Code 3.1.4, Strength-reduction Factors (for Strength Design

Action Reinforced Masonry Unreinforced Masonry

combinations of flexure and axial

load

0.90 0.60

shear 0.80 0.80

bearing 0.60 0.60


Code 3.1.4, Strength-Reduction Factors (for Strength Design

for Anchor Bolts

Capacity of Anchor Bolts as Governed

by

Strength-Reduction Factor

steel yield and fracture

0.90

masonry breakout, crushing, or pryout

0.50

pullout 0.65


10 – Masonry 30


Code 3.1.5, Deformation Requirements

● Note drift limits from ASCE 7-10 Table 12.12.1

● Deflections of unreinforced masonry (URM) based on uncracked sections

● Deflections of reinforced masonry (RM) shall consider the effects of cracking


Code 3.1.6, Anchor Bolts

● Tensile capacity controlled by:– Tensile breakout

– Yield of anchor in tension

– Tensile pullout (bent-bar anchor bolts only)

● Shear capacity controlled by:– Shear breakout

– Masonry crushing

– Anchor pry-out

– Yield of anchor in shear

● For combined tension and shear, use linear interaction

Code 3.1.8.1.1, Compressive Strength of Masonry

● For concrete masonry, 1500 psi ≤ fm ≤ 4000 psi

● For clay masonry, 1500 psi ≤ fm ≤ 6000 psi



10 – Masonry 31


Code 3.1.8.2, Modulus of Rupture

● In-plane and out-of-plane bending– Table 3.1.8.2

– Lower values for masonry cement and air-entrained portland cement-lime mortar

– Higher values for grouted masonry

– For grouted stack-bond masonry, fr = 250 psi parallel to bed joints for continuous horizontal grout section (i.e., fully grouted wall)


Code 3.1.8.3, Strength of Reinforcement

● fy 60 ksi

● Actual yield strength shall not exceed 1.3 times the specified value

● Columns: Compressive strength of reinforcement shall be ignored unless the reinforcement is tied in compliance with Code 1.14.1.3



● Masonry in flexural tension is cracked

● Reinforcing steel is needed to resist tension

● Similar to strength design of reinforced concrete


10 – Masonry 32



3.3.2 Design assumptions

3.3.3 Reinforcement requirements and details, including maximum steel area

3.3.4 Design of piers, beams and columns:– Nominal axial and flexural strength

– Nominal shear strength

3.3.5 Design of walls for out-of-plane loads

3.3.6 Design of walls for in-plane loads


Code 3.3.2, Design Assumptions

● Continuity between reinforcement and grout

● Equilibrium

● mu = 0.0035 for clay masonry, 0.0025 for concrete masonry

● Plane sections remain plane

● Elasto-plastic stress-strain curve for reinforcement

● Tensile strength of masonry is neglected

● Equivalent rectangular compressive stress block in masonry, with a height of 0.80 fm and a depth of a = 0.80 c


Code 3.3.2Flexural Assumptions


● Calculate compressive force, C

● C = P + T

● M = Fi yi (sum moments about centroid of compressive stress block)

mu = 0.0035 clay 0.0025 concrete

s y

fy

Reinforcement

P

0.80 fm

M

a = c

c

a

C

T


10 – Masonry 33


Code 3.3.3, Reinforcement Requirements and Details

● Bar diameter 1 / 8 nominal wall thickness

● Standard hooks and development length:– Development length based on pullout and splitting

● In walls, shear reinforcement shall be bent around extreme longitudinal bars

● Splices:– Lap splices based on required development length

– Welded and lap splices must develop 1.25 fy


Code 3.3.3.5, Maximum Reinforcement (Flexural Ductility Check)● Does not apply if Mu/Vud <1.0


● Calculate compressive force, C (may include compressive reinforcement)

● Tensile reinforcement + axial load = C

s = y

fy

Reinforcement

0.80 fm

mu = 0.0035 clay 0.0025 concrete

= 1.5 Ordinary3 Intermediate4 Special

C

T


Code 3.3.4, Design of Beams, Piers, and Columns

● Slenderness is addressed by multiplying axial capacity by slenderness-dependent modification factors

99for 70

99for 140

1

2

2

r

h

h

r

r

h

r

h


10 – Masonry 34

Code 3.3.4, Nominal Shear StrengthBasis for requirements

– Objectives:

• Avoid crushing of diagonal strut

• Preclude critical (brittle) shear- related failures


With horizontalreinforcement

Truss analogy:



● Vn = Vnm + Vns

● Vn shall not exceed:– Mu / Vu dv 0.25 Vn 6 An fm– Mu / Vu dv 1.0 Vn 4 An fm– Linear interpolation between these extremes

– Objective is to avoid crushing of diagonal strut

– Objective is to preclude critical (brittle) shear-related failures



● Vm and Vs are given by:

= 4-1.75 0.25 unm n m u

u v

MV A f P

V d

0.5 vns y v

AV f d

s

•

(3-22)

(3-23)

Empirical – from research


10 – Masonry 35


Code 3.3.4.2, Requirements for Beams

● Pu 0.05 An fm● Mn 1.3 Mcr (To prevent brittle failures in lightly-

reinforced beams)

● Lateral bracing spaced at most 32 times beam width (1.13.2)

● Nominal depth not less than 8 in.


Code 3.3.4.3, Requirements for Piers

● Isolated elements (wall segments are not piers)

● Pu 0.3 An fm● Nominal thickness 16 in. max. *

● Nominal plan length between 3 and 6 times the nominal thickness *

● Lateral support spacing requirements*

* Judgment-based dimensions - intended to distinguish piers from walls and to prevent local buckling


Code 3.3.4.4, Requirements for Columns

● Isolated elements (wall segments are not columns)● g 0.0025 (1.14.1)● g 0.04 (1.14.1, and also meet Code 3.3.3.5● Lateral ties in accordance with Code 2.1.6.5● Solid-grouted● Least cross-section dimension 8 in.● Nominal depth not greater than 3 times the nominal

width


10 – Masonry 36




● Interaction diagram

● Note Pmax >> Pbalance

pure flexure

Pn

Mn

pure compression

balance point



● Maximum reinforcement by Code 3.3.3.5

● Procedures for computing out-of-plane moments and deflections considering secondary effects (P – )

● Nominal shear strength by Code 3.3.4.1.2

● Note 3.3.5.2 – M and equations are based on simple supports top & bottom. If other support conditions, use appropriate calculations. Don’t treat code as a cook-book!




● Interaction diagram:

pure flexure

Pn

Mn

pure compression

balance pointPn max. per ductilityrequirement

Excluded portionnon-ductile


10 – Masonry 37



● Maximum reinforcement by Code 3.3.3.5

● Vertical reinforcement not less than one-third the horizontal reinforcement

● Nominal shear strength by Code 3.3.4.1.2






● Starting point for design

● Design the vertical strips in walls for lateral loads perpendicular to the wall and for vertical loads

● Simplified analysis for lateral loads

● Design the walls for loads parallel to the wall

● Design the lintels

● Design the diaphragms

● Detailing


10 – Masonry 38

Essential Function of Walls in Resisting Gravity Loads

Nonbearing walls resist (concentric) axial loads as vertical strips

Bearing walls resist axial loads (concentric and eccentric) as vertical strips



Essential Function of Walls in Resisting Lateral Forces

Walls parallel to lateral forces act as shear walls

Vertical strips of walls perpendicular to lateral forces resist combinations of axial load and out-of-plane moments, and transfer their reactions to horizontal diaphragms

Bond beams transfer reactions from walls to horizontal diaphragms and act as diaphragm chords


Effect of Openings for Lateral Load Perpendicular to the Wall

Strip A


A

Width A


B


C

Strip B Strip C

Width B Width C


10 – Masonry 39

Effect of Openings

Openings increase most original design actions on each strip by a factor equal to the ratio of the effective width of the strip divided by the actual width


BWidthActual

BWidthEffectiveActionsOriginalBStripinActions

Design of Vertical Strips in Perpendicular Walls

Moments and axial forces due to combinations of gravity and lateral load


M = P e

M = P e / 2 Mwind, eq~

Design of Vertical Strips in Out-of-Plane Walls



Pn

Mn

Mu, Pu .


10 – Masonry 40


Moments, axial forces, and shears due to combinations of gravity and lateral loads


P

V

h




Pn

Mn

Mu, Pu .


n nm nsV V V

Shearing resistance

Per TMS 402:


4.0 1.75 0.25 unm n m u

u v

MV A f P

V d


10 – Masonry 41


Distribution of Shears to Shear Walls

● Classical approach– Determine whether the

diaphragm is “rigid” or “flexible”

– Carry out an appropriate analysis for shears


Classical Analysis of Structures with Rigid Diaphragms

● Locate center of rigidity

● Treat the lateral load as the superposition of a load acting through the center of rigidity and a torsional moment about that center of rigidity



● Consider only the shearing stiffness, which is proportional to plan length

● Neglect plan torsionReasonable assumption for:– Walls well-distributed and

same thickness– Low-rise buildings– Short, long wallsNot valid for:– Bldgs with large openings

in walls– Tall, narrow walls

40 ft

8 ft

40 ft

8 ft

8 ft

8 ft

8 ft

V


10 – Masonry 42



totaltotalright

totaltotalleft

VVft

ftV

VVft

ftV

83

88840888

85

8884040

40 ft

8 ft

40 ft

8 ft

8 ft

8 ft

8 ft

V



● Distribute shears according to tributary areas of the diaphragm independent of the relative stiffnesses of the shear walls



40 ft

8 ft

40 ft

8 ft

8 ft

8 ft

8 ft

totalright

totalleft

VV

VV

21

21

half half

V


10 – Masonry 43


Simplified Diaphragm Analysis

Design for the worse of the two cases:

5 / 8 V1 / 2 V

3 / 8 V1 / 2 V

40 ft

8 ft

40 ft

8 ft

8 ft

8 ft

8 ft

V


Diaphragm Design

● Diaphragm shears are resisted by total depth or by cover (for plank diaphragms). Diaphragm moments are resisted by diaphragm chords in bond beams.

w

L / 2

M = w L2 / 8V = w L / 2


Details

● Wall-diaphragm connections

● Design of lintels for out-of-plane loads between wall-diaphragm connections

● Connections between bond beam and walls

● Connections between walls and foundation


10 – Masonry 44


Compute Factored Design Moments and Shears

● Factored design moments and shears for in-plane loading depend on actions transferred to shear walls by horizontal diaphragms at each floor level.

● Factored design moments and shears for out-of-plane loading depend on wind or earthquake forces acting between floor levels

MOMENTSSHEARS

M / V


Design Flexural Reinforcement as Governed by Out-of-plane Loading

● Practical wall thickness is governed by available unit dimensions:

– 8- by 8- by 16-in. nominal dimensions is most common

– Specified thickness = 7-5/8 in.

– One curtain of bars, placed in center of grouted cells

● Practical wall thickness = 7-5/8 in.

● Can have nominal 6” through 12”

● Proportion flexural reinforcement to resist out-of-plane wind or earthquake forces


Design Flexural Reinforcement as Governed by In-plane Loading

● Construct moment – axial force interaction diagram– Initial estimate (more later)

– Computer programs

– Spreadsheets

– Tables

Axial Capacity

Flexural Capacity


10 – Masonry 45


Strict Limits on Maximum Flexural Reinforcement

● Objective -- Keep compressive stress block from crushing (brittle failure):

– Walls must be below balance point.

– Maximum steel percentage decreases as axial load increases, so that design above balance point is impossible.

Axial Capacity

Flexural Capacity

Design prohibited

Design permitted


Revise Design as Necessary

● If flexural reinforcement required for out-of-plane moments is less than or equal to that required for in-plane moments, no adjustment is necessary. Use the larger amount.

● If flexural reinforcement required for out-of-plane moments exceeds that required for in-plane moments, consider making the wall thicker so that in-plane flexural capacity does not have to be increased. Excess in-plane reinforcement increases shear demand.



● Elastic structures or those with considerable shear overstrength:– Compute factored design shears based on factored

design actions.

● Inelastic structures:– Compute design shears based on flexural capacity

shears and momentscorresponding to

probable flexural capacity

shears and moments from factored design loads

WALLMOMENTS

WALLSHEARS

M / V

shears and moments corresponding to nominal

flexural capacity


10 – Masonry 46



● Vn = Vnm + Vns

● Vnm depends on (Mu / Vudv) ratio● Vns = (0.5) Av fy (note efficiency factor when

combining Vnm and Vns)

45 o

Av fy

V


Shear Resistance from Masonry, Vnm (1)

● Vnm depends on (Mu / Vudv) ratio and axial force

● (Mu / Vudv) need not be taken greater than 1.0

= 4-1.75 0.25 unm n m u

u v

MV A f P

V d

(3-22)

Total Shear Resistance, Vn (1)

● Vn = resistance from masonry (Vnm) plus resistance from reinforcement (Vns)

● Upper limit on Vn depends on (Mu / Vu dv) ratio


Vn / h Lw fm’10

8

6

4

2

00.5 1.51.0

Mu / Vu dv

4.0

0.25

6.0


10 – Masonry 47


Check Detailing

● Cover

● Placement of flexural and shear reinforcement

● Boundary elements not required:– Ductility demand is low

– Maximum flexural reinforcement is closely controlled to delay the onset of toe crushing


Detailing (1)

● Cover:– Automatically satisfied by putting reinforcement in

grouted cells

● Placement of flexural and shear reinforcement:– Minimum flexural reinforcement and spacing

dictated by Seismic Design Category

– Flexural reinforcement placed in single curtain. Typical reinforcement would be at least #4 bars @ 48 in.

– Place horizontal reinforcement in single curtain. Typical reinforcement would be at least #4 bars @ 48 in.

– Add more flexural reinforcement if required, usually uniformly distributed.

In-Plane Flexural Strength of Lineal Walls (1)

Moment-axial force interaction diagram for low axial load


Axial Capacity

Flexural Capacity

For ductile behavior, consider portion of curve below balance point


10 – Masonry 48

Design Example (1)

Refer to NEHRP Design

Examples (FEMA P-751)

Ch. 10, MasonryInstructional Material Complementing FEMA P-751, Design Examples Design of Masonry Structures - 142

16'-0

"2'

-0"

12'-0

"

30'-0

"

8'-0"12'-0"

100'-0"

Roof line

Continuousstem walland footing

Dooropening(typical)

12" masonry

4'-0"

Shear Wall:Next slide

Design Example (1)


El. 112'-0" = T.O. Pier

8'

12'

Vbot = 43.6 kip

Rbot = 55.0 kip

Mbot = 0

Vtop = 41.0 kip

Mtop = 523 ft-kip

Ptop = 45.1 kip

Shear Wall


Design Example (1)

Trial design: (6) cells w/ (2) #6


11.6

3"

96"

48" 44" 4"

M

PRefer to NEHRP Ch. 10, Masonry


10 – Masonry 49

Design Example (1)Ductility Check


P = (P f + P n)

d = 92"

8 '-0" = 96"

4"

92" 4"

0.0073

0.0045

0.0017

70.7"

62.7"

38.7"

14.7"

17.3"

9.3"

0.00110.0020

s = 4 y = 0.0083

m =

0.00

25

c = 21.3"

C m

Note: = 4 for SpecialReinforcedMasonry Shear Wall


Design Example (1)Ductility Check (cont.)


0.0073 s = 4 y = 0 .0083c = 21 .3"

12.8"C m

a = 17.0" 4.3"

f 'm

f y = 60ksi

= 60 ksi C s1C s2

17.3"

9.3" 38.7"

70.7"

14.7"

T s3 T s2 T s1


Design Example (1)

Ductility Check (continued)

C > T + P

Cm + Cs1 + Cs2 > Ts1 + Ts2 + Ts3 + P

315.5 + 53.6 + 28.1 > 52.8 + 52.8 + 43.4 + 45.1

397 kips > 194 kips OK

OK because comp capacity > tension capacity




10 – Masonry 50

Design Example (1)

P = 0 Case


11.6

3"

m = 0.0025

N.A

.

Ts4 T s3 Ts2 T s1

y= F y

E= 0.00207

P = 0 Case

0.8 f ' m

48" 44" 4"

a = 11.3"

c = 14.2"

12" 12"

42.35' 36"


Design Example (1)Balanced Case


11.6

3"

48" 44" 4"

Cm2Cml Cm3

Ts1Ts2*

m = 0.0025

= 0.0017

BalancedCase

N.A

.

0.8 f ' m

Cs1

Cs2 = 0.0019

*

16" 16" 8.3"

a = 40.3"

c = 50.3"

7.7" 2.3"

48" 44"

CenterLine

y = 0.00207


Design Example (1)

Pn = C - T = 534 kips

Pn = (0.9)(534) = 481 kips

Mcl = 0:

Mn = = 23,540 in.-kips

Mn = (0.9)(23,540) = 1,765 ft-kips




10 – Masonry 51

Design Example (1)

Pn – Mn Diagram


M n

P n


Next Slide

Design Example (1)


500ft-kips

1,000ft-kips

1,500ft-kips

2,000ft-kips

100 kips

200 kips

300 kips

400 kips

500 kips

600 kips

Mu =

523

ft-k

ips

P u,min =

41 kipsP

u,max =67 kips

P n

Mn

Mu =

109

6 ft-

kips

Pn max for ductility= 223 kips

Balance:(1765 ft-kips, 481 kips)

P = 0(988 ft-kips, 0 kips)

Simplified Pn - Mn curve



Web sites for more information

● BSSC = www.bssconline.org● TMS = www.masonrysociety.org● ACI = www.concrete.org● ASCE / SEI = www.seinstitute.org● MSJC = www.masonrystandards.org● NCMA = www.ncma.org● BIA = www.bia.org


10 – Masonry 52


Acknowledgements

● This presentation was adapted from material prepared by Prof.

Richard E. Klingner, University of Texas at Austin and by Dr.

James Harris, J.R. Harris & Co.

● Some of the material originally prepared by Prof. Klingner was

for a US Army short course.

● Some of the material originally prepared by Prof. Klingner was

for The Masonry Society and is used with their permission.

● The material originally prepared by Dr. Harris was for FEMA,

The Building Seismic Safety Council, and the American Society

of Civil Engineers.

Questions?


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